consoumnon BEHAVIOR V

* . or . , V
‘ HIGH ASH PULP. AND PAPERMILLF’V
SLUDGES *

Thesis for the Degree of Ph.fD.’ 7

MiCHiGAN STATE UNIVERSITY
JOHN MATHEW F’ALOORTHEKKATHIL
19??!

0-...-

‘

_-—..' .

LIBRARY

Michigan State
University

   
    

 

 
   

This is to certify that the
thesis entitled
CONSOLIDATION BEHAVIOR OF HIGH ASH PULP
AND PAPERMILL SLUDGES
presented by

John Mathew Paloorthekkathil

has been accepted towards fulfillment
of the requirements for

Eh.D. degreein Civil Engineering

.73 . (2:) ‘ C\ «M83 I‘VLQ d «g\\

Major professor

Date V‘LQ“ 2343\.\’Z‘

0-7639

ABSTRACT

CONSOLIDATION BEHAVIOR OF HIGH ASH PULP

 

AND PAPER MILL SLUDGES

 

By

John Mathew Paloorthekkathil

Dev010pment of design methods for efficient and safe disposal of
dewatered high ash pulp and papermill sludges in land fills requires in-
formation on stress-strain—time relationships which can be used to pre-
dict volume change and time rate of settlement in these materials.

A study to investigate the consolidation behavior of these materials
was made on one integrated pulp and papermill sludge and on two dif-
ferent secondary papermill sludges. Different series of one-dimen-
sional compression tests, either conventional or using back pressures,
were run to study the influence of load history, initial solids content,
degree of saturation, varied organic contents, admixtures of lime or
fly ash, and temperature.

Studies for the influence of the variables were conducted on secon-
dary fibrernlll sludges. The organic content of the sludge was altered
by washing the sludge material through a U.S. Standard No. If) sieve
and recombining in selected proportions the retained material with the

material passing the sieve. Samples with different initial solid contents

John Mathew Paloorthekkathil
were obtained by centrifuging the same sludge for different lengths of
time. Back pressure, which could dissolve air trapped in the sludge,
provided a means of considering the influence of degree of saturation.
Combination of one secondary fibre mill sludge with lime or fly ash gave
test samples which provided data on the influence of these admixtures
on consolidation behavior. Influence of temperature was studied by
running three tests at closely controlled temperatures of 380C, 220C
and ()OC.

Test results are discussed separately for the influence of each vari-
able, but conclusions regarding the sludge behavior are presented in
terms of (l) Pressure-Void Ratio Relationships (2) Time-Rate of Con-
solidation and (3) Secondary Compression.

l. The load increment ratio appears to have no influence on the void-
ratio—log pressure relationships. The compression index shows a
linear decrease with increase in initial solids content. With in-
crease in organic content the compression index increases. This
may be due to the compressibility of the organic particles in the
sludge. Increase in temperature will decrease the equillibrium void
ratio with no change in compression index.

2. Time rate of consolidation decreased with small load increment
ratios, higher initial solids content, smaller organic contents and
lower temperatures. Lime or fly ash admixtures increased the co-

efficient of consolidation. Experimental excess pore-pressure

John Mathew Paloorthekkathil
dessipation curves suggest that severe limitations are imposed on
the Terzaghi consolidation theory for prediction of settlement rates
in sludge land fills. The peculiar shape of the compression curves
at low load-increment ratios and high organic contents makes it
difficult to apply conventional curve fitting methods.

The rate of Secondary Compression per unit of pressure increased
rapidly with decrease in load increment ratio and increased with
higher temperatures. Higher initial solids content, smaller load
increment ratios, larger organic contents, and warmer temperatures
all contributed to more secondary compression.

In summary, high ash pulp and papermill sludges are highly com-

pressible and the consolidation behavior varies with composition, water

content, field drainage conditions, loading rates and any admixtures.

Careful consolidation tests which duplicate the particular field conditions

are needed for accurate prediction of settlement in sludge land fills.

Approved

 

Major Professor

Approved

 

Department Chairman

CONSOLIDATION BEHAVIOR
OF
HIGH ASH PULP AND PAPERMILL.

SLUDGES

By

John Mathew Paloorthekkathil

A THESIS

Submitted to
Michigan State University
in partial fulfillment of the requirements
for the degree of

DOCTOR OF PHI LOSOPH Y

Department of Civil Engineering

1972

”x.
<.. “s

\

~—

5;.

DEDICATION
To my loving mother
A. ANNAMMA

ii

ACKNOWLEDGMENTS

The writer wishes to express his sincere appreciation and gratitude
to Dr. 0. B. Andersland under whose direction this research was per-
formed, for his guidance, patience and encouragement.

To the other members of the guidance committee: Dr. W. A.
Bradley, Dr. R. R. Goughnour and Dr. M. M. Mortland, the writer
expresses his thanks for their valuable suggestions and help.

Sincere appreciation is also extended to National Council of the
paper industry for air and stream improvement and the Division of En—
gineering Research at Michigan State University for the financial assis-
tance and other support which made this research possible.

Finally, the writer wishes to express his appreciation to his wife

Annamma for her patience and encouragement throughout this study.

iii

TABLE OF CONTENTS

LIST OF TABLES .

LIST OF FIGURES

LIST or SYMBOLS

Chapter

III .

I.

II.

.— b—-
O .

INTR ODUCTION

Background
Scope of Work .

CONSOLIDATION CHARACTERISTICS OF SLUDGE
AS DETERMINED FROM LITERATURE REVIEW

PrOperties Which Influence Sludge
Compressibility . .
Z. l. 1. Sludge Composition .
2.1.2. Water Content .
2.1.3. Permeability.
Application of Consolidation Theory to Sludges
2. 2.1. Consolidation Theory . . . .
2. 2.1.1. Soil Compressibility .
2. 2.1. 2. Rate of Consolidation.
Z. 2. 2. Deviations From Theory for Organic
Soils. . . . . . . .
Z. 2. 2.1. Secondary Compression
2. 2. 2. Z. Admixtures of Lime or
Flyash .
Laboratory Analysis . . . .
2. 3.1. Sampling and Test Procedures .
Z. 3. 2. Interpretation of Results and Practical
Applications.

SLUDGES STUDIED AND SAMPLE PREPARATION

Secondary Fiber Mtll Sludges
Integrated Pulp and Paper Mill Sludge

1V

Page

vi

xi

U'Irh-vh

\l

ll
11
ll
I4

16
18

19
20
20
21

24

24
25

 

 

(((Ill‘lll/‘I‘

Chapter

IV.

VI.

VII.

3. 3. Sample Preparation .

3.3 1 Natural Sludges . .

3. 3. 2. Different Organic Contents

3 3 3 Combinations With Lime of Flyash.
LABORATORY EQUIPMENT AND TEST

PROCEDURES . .

1 Consolidation Equipment .

2 Conventional Test Procedures

. 3. Pressurized Consolidation Cell.
4 Special Test Procedures .

##vbub

EXPERIMENTAL RESULTS

Load Increment Ratio .
Initial Solids Content
Degree of Saturation
Organic Content . .
Lime or Flyash Admixtures
Temperature .

UWUWUWU'IU‘lU'I
omewmt—v

DISCUSSION AND INTERPRETATION OF RESULTS

Load Increment Ratio .
Initial Solids Content.
Degree of Saturation.
Organic Content. . .
Lime or Flyash Admixtures
Temperature .

C‘O‘C‘OC‘O‘
O‘U'lv-bUONv-d

SUMMARY AND CONCLUSIONS

1 Pressure-Void Ratio Relationships
. Z. Time-Rate of Consolidation
3 Secondary Compression .

\lxlxl

BIBLIOGRAPHY .

APPENDICES .

A. Conventional Consolidation Data.
B. Back Pressure Consolidation Data.

Page

25
25
2f)
26

30
3O
3O

)

La

3.3
39

39
39
4O
41
41
42

67-

67
6‘)
72
73
74

98
98
99
100

102

105
126

 

 

 

l[([‘l[l||l

LIST OF TABLES

Page
Physical property and test method . . . . . . . . . 27
Physical properties of the sludge materials . . . . . 28
Properties of the lime and flyash . . . . . . . . . Z9
Consolidation test results for sludge 1-1-2 with
different load increment ratios . . . . . . . . . . 57
Consolidation test results for sludge H-Z with
different initial solid contents . . . . . . . . . . . 59
Consolidation test results for sludges D-1 and C-2. . 60
Consolidation test results for sludges H-2 and H-3
considering different back pressures . . . . . . . . 61
Consolidation test results for sludge 1-1-3
at different organic contents . . . . . . . . . . . 63
Consolidation test results for sludge H-Z
with lime or flyash admixtures . . . . . . . . . . 65
Consolidation test results for sludge H-3
at different temperatures . . . . . . . . . . . . . 66

vi

LIST OF FIGURES

Figure Page
2. 1 Water retention curves, sludge H-Z (after

Andersland and Laza, 1971). . . . . . . . . . . . 9
2. Z Permeability versus average head of water for sludge

H-Z (after Andersland and Laza, 1971) . . . . . . . 10
2. 3 Volume-void relationships. (a) Initial condition.

(b) Compressed condition . . . . . . . . . . . . . 12
2. 4 Diagram illustrating consolidation of a compressible

layer of clay (after Terzaghi and Peck, 1967) . . . . 15
2. 5 Typical time-settlement relationship for peat

(after MacFarlane, 1969) . . . . . . . . . . . . . l7
2. 6 Method of estimating preload requirement using time-

settlement curves (after MacFarlane, 1969) . . . . . 24
4.1 Fixed-ring consolidation specimen container. . . . . 31
4. 2. Consolidation test apparatus. (a) Consolidation unit

(left assembled, right disassembled.) (b) Load frame

with consolidation unit. . . . . . . . . . . . . . . 35
4.3 Pressurized consolidation cell . . . . . . . . . . . 36
4. 4 Pressurized consolidation test apparatus.

(a) Disassembled consolidation cell. (b) Consolidation
cell, pressure gauges, timer, recording unit, and

hook—up accessories. . . . . . . . . . . . . . . . 37
4. 5 Pressurized consolidation test apparatus layout . . . 38
5.1 Dial reading versus logarithm of time for sludge H-Z

with different load increment ratios . . . . . . . . . 43
5. Z Void ratio versus logarithm of pressure for sludge H-Z

with different load increment ratios. . . . . . . . . 44
5. 3 Dial reading versus logarithm of time for sludge H-Z

with different solid contents . . . . . . . . . . . . 45

vii

6.

.10

.11

.12

.13

.14

Typical dial reading versus IOgarithm of time curves
for sludges H-3, D—1, and C-2 .

Void ratio versus logarithm of pressure for sludge
H—Z with different initial solid contents.

Void ratio versus logarithm of pressure for
natural sludges H-3, D—1, and C—2

Dial reading versus logarithm of time for sludge H-3
with and without back pressures.

Void ratio versus logarithm of pressure for sludge H-3
with and without back pressures.

Dial reading versus lOgarithm of time for sludge 1-1—3
with different organic contents

Void ratio versus logarithm of pressure for sludge H-3
with different organic contents

Dial reading versus logarithm of time for sludge H-Z
combined with lime or flyash . . . . . . . . . .

Void ratio versus logarithm of pressure for sludge H-Z
combined with lime or flyash .

Dial reading versus logarithm of time for sludge H-3
at different temperatures

Void ratio versus logarithm of pressure for sludge
H-3 at different temperatures.

Coefficient of consolidation versus logarithm of
pressure for sludge H—Z at two load increment ratios

Compression index versus load increment ratio for
sludge H-Z.

Coefficient of permeability versus l0garithm of
pressure for sludge H-Z with different load increment
ratios .

Primary compression ratio versus logarithm of
pressure for sludge H—Z at two load increment ratios

viii

46

47

48

49

50

51

SZ

53

54

55

56

77

78

79

78

6.

.10

.11

.12

.13

.14a

. 14b

.15a

.15b

.16

.17

Coefficient of secondary compression per unit
pressure versus logarithm of pressure for sludge
H—Z .

Initial solids content versus compression index for
sludges H-2 and H-3

Coefficient of consolidation versus logarithm of
pressure for sludge 1-1—2 with three initial solid contents

Coefficient of compressibility versus void ratio for
sludge 1-1-2 with three initial solid contents

Coefficient of permeability versus lOgarithm of
pressure for sludge 1-1-2 with three initial solid contents

Primary compression ratio versus logarithm of pressure
for sludge 1-1-2 with different initial solid contents

Coefficient of consolidation versus logarithm of pressure
for sludge 1-1-3 with different back pressures.

Coefficient of permeability versus logarithm of pressure
for sludge 1-1-3 with and without back pressures

Coefficient of secondary compression versus logarithm
of pressure for sludge H-3 with different back pressures

Experimental and theoretical excess pore pressure
dissipation at the undrained surface. (a) Sludge H—3,
back pressure 234. 5 psi, load increment 243 to 250 psi

Experimental and theoretical excess pore pressure
dissipation at the undrained surface. (b) Sludge H-Z,
back pressure 70 psi, load increment 99 to 127 psi.

Extrapolation of compression index to the same solid
content.

Organic content versus compression index for sludge H-3

Coefficient of consolidation versus logarithm of pressure
for sludge H—3 with different organic contents

Coefficient of permeability versus lOgarithm of pressure
for sludge 1-1-3 with different organic contents

ix

80

81

81

82

83

83

84

85

84

86

87

88

88

89

90

6.

.19

.20

.21

.22

.23

.24

.25

.26

Primary compression ratio versus logarithm of pressure
for sludge 1-1-3 with different organic contents .

Coefficient of consolidation versus logarithm of pressure
for sludge H—Z combined with lime or flyash

Coefficient of permeability versus lOgarithm of pressure
for sludge H—Z combined with lime or flyash

Primary compression ratio versus logarithm of pressure
for sludge 1-1-2 combined with lime or flyash

Coefficient of secondary compression versus logarithm
of pressure for sludge H—Z combined with lime or flyash

Coefficient of consolidation versus logarithm of pressure
for sludge 1-1-3 at different temperatures . . .

Coefficient of permeability versus logarithm of pressure
for sludge 1-1-3 at different temperatures

Primary compression ratio versus logarithm of pressure
for sludge H-3 at different temperatures . .

Coefficient of secondary compression versus lOgarithm
of pressure for sludge 1-1-3 at different temperatures .

91

9?-

93

94

94

95

96

97

97

grew

”U

LIST OF SYMBOLS

cross-sectional area

coefficient of compressibility

compression index

coefficient of secondary compression

coefficient of consolidation

void ratio

thickness of stratum except when used in connection
with consolidating layer. In this event H : thickness
of half-closed layer or half-thickness of open layer
hydraulic head

hydraulic gradient

coefficient of permeability

length

liquid limit

coefficient of volume compressibility

pressure

plastic limit

rate of flow

primary compression ratio

magnitude of primary compression

settlement due to secondary compression
shrinkage limit

time

time factor

excess hydrostatic pressure

xi

U

.3>-<<

ql

discharge velocity
depth

degree of consolidation
volume

unit weight of water
increment

viscosity

effective normal stres s.

xii

CHAPTER I

INTRODUCTION
1.1. Background

The pulp and paper industry annually removes an estimated
2, 500, 000 dry tons of settled solids from their effluent streams (Gilles-
pie, Mazzola, and Cellman, 1970):: These removed solids give a total
sludge cake volume close to 200 million cubic yards. The composition
of these solids is dependent on the type of manufacturing process and
internal conservation steps practiced, but in general the solids include
coating and filler pigments, fibers, and fines which escape the pulp or
paper making process. The manufacturers of fine paper and heavily coated
board produce sludges of high ash content which require landfill disposal.
Superimposed upon this primary sludge problem are large amounts of
waste biological solids that can be generated in certain types of secondary
treatment.

Land disposal of these settled solids and high ash sludges appears
to be the most feasible approach currently available. Gillespie, Mazzola,
and Gellman (1970) report that in excess of 1100 acres of land are used
as sludge dispositories, representing a total investment of over 800, 000
dollars in land holdings for the mills reporting in a questionnaire survey.
Landfills are not necessarily an inexpensive or troublefree means of sludge
disposal. High handling costs, a growing public fervor for aesthetic con-
siderations in waste handling practices, and the competition for disposal
sites engendered by a growing overall solid wastes disposal problem
place a premium on efficient and nuisance free operations which offer
soxrie land reclamation potential.

The National Council of the Paper Industry for Air and Stream
Improvement has launched a three-phased research approach to the

problem of landfill disposal of papermill waste solids. The first phase

 

isNames and dates shown in parentheses refer to entries made alpha-
betically in the bibliography.

2
involved a questionnaire survey of current land disposal practices (Gilles-

pie; Mazzola, and (‘icllmam .1970). This survey showed that while many
mills practicing land disposal are experiencing difficulties, it is possible
to operate such systems to the advantage of the mill and the environment.
The second phase involved a core sampling investigation of existing de-
posits to measure certain soil mechanics related properties (Mazzola,
1969). Many of these existing sludge deposits were shown to be very
unstable, of low shear strength, contained high water contents, and under
load would experience large settlements. The third phase, for which this
report is a part, seeks data on the shear strength, permeability, and
consolidation behavior of high ash pulp and papermill sludges. Experi-
mental data, methods of analysis, and test procedures developed for the
sludge will contribute to the sound design of future sludge landfill disposal
systems.

1. 2. Sc0pe of Work

Development of design methods for efficient and safe disposal of
dewatered high ash content pulp and papermill sludges in landfills requires
information on stress-strain-time relationships which can be used to pre-
dict volume change and settlement in these materials. The theory of con-
solidation (Terzaghi, 1943) provides a theoretical basis for the research
work reported herein. Test equipment and test techniques used draw on
procedures and methods described in soil mechanics literature.

The research results presented include experimental data on the
consolidation behavior of two sludges used in an earlier report (Anders-
land and Laza, 1971), one representative for an integrated pulp and paper-
mill and the other for a secondary fiber mill. Some data on a third sludge
from a different secondary fiber mill is included. Variables which in-
fluence the consolidation behavior of organic soils are considered in this
study on pulp and papermill sludges. They include (1) load increment
ratio (or load history), (2) initial solids content (or water content),

(3) degree of saturation, (4) organic content, (5) admixtures of lime or
flyash, and (6) influence of temperature on certain consolidation parameters.

The consolidation behavior of a given sludge is described in terms
of certain measurable parameters. The coefficient of compressibility
av describes the decrease in void ratio e per unit increase in pressure p.

The compression index CC describes the same decrease in void ratio

2

3

with logarithm of pressure. Volume change may be computed when refer-
ence is made to some initial void ratio e0 for the sludge element. When
this volume change occurs only in the vertical dimension it is referred
to as settlement. Prediction of the rate at which this settlement or volume
change occurs requires data on the coefficient of consolidation Cv' Ex-
perimental data including the coefficient of consolidation for any load
increment, the coefficient of compressibility, and the void ratio (usually
the average for any load increment), provide an indirect method for com-
putation of the average coefficient of permeability k during any load
increment. These parameters all refer to primary compression.
Secondary compression is not dependent on dissipation of excess pore pres-
sure and becomes most apparent after completion of primary compression.
The coefficient of secondary compression may be defined in either of two
ways. First, C(1 may be expressed in terms of change in void ratio over
one cycle of the logarithmic scale on a plot of void ratio versus logarithm
of time. Second, Ca-is the slope of the settlement-log time plot divided
by the thickness of the sample at the beginning of the long-term or straight-
line stage. The latter definition is used in reporting the experimental
results for this study.

The variables considered in this study influence these consolidation
parameters. For example, the conventional consolidation test with a
load increment ratio Ap/ : l and load duration of 24 hours gives an
appreciable amount of secondary compression under each load increment.
Lime or flyash admixtures will alter the sludge-water system to give
different consolidation parameters. Temperature affects the permeability
which in turn affects the coefficient of consolidation. Experimental data
and a discussion of the effect of each variable on the consolidation behavior

of sludge is included in this report.

CHAPTER II

CONSOLIDATION CHARACTERISTICS OF SLUDGE
AS DETERMINED FROM LITERATURE REVIEW

2. 1. Properties Which Influence Sludge Compressibility

Pulp and papermill sludges may be considered to be a skeleton of
solid particles or fibers inclosing voids which may be filled with gas,
with liquid, or with a combination of gas and liquid. If a sludge sample
is placed under stress in such a way that its volume is decreased, three
factors may contribute to this decrease in volume. They include compres—
sion of the solid matter, compression of water and gas within the voids,
and escape of water and air from the voids. Under loads usually encoun-
tered in soil or sludge masses, the solid matter and pore water, being
relatively incompressible, do not undergo appreciable volume change.
For a completely saturated soil, it is sufficiently accurate to consider
the decrease in volume of the mass as due entirely to escape of water
from the voids. In a partially saturated soil or sludge mass the situation
is much more complex, since a small amount of compressible gas within
the pores may allow appreciable compression of the sample with no es-
cape of pore water. Several properties which influence sludge compres-
sibility and which are discussed below include sludge composition, water
content, and permeability.
2. l. l. Sludge Composition

Pulp and papermill sludges have the physical appearance of clay
interwoven with cellulose fibers. The dewatered sludge exhibits a very
soft consistency with color varying from grey to brown depending upon
the paper making process involved. The solid content depends on the
method used for dewatering and ranges from two to five percent for natural
settling, 20 to 45 percent for vacuum filtering and up to 65 percent for
mechanical pressing. This variability for a given process is dependent
on the sludge composition. Gillespie, Gellman, and Janes (1970) defined
"high ash sludges" as those which have a fixed solids content of 60 percent
or greater. This fixed solids portion is mainly clay with small amounts
of aluminum hydrate, titanium oxide, lime and iron. The remaining

4

5

portion is composed of cellulose, starch, resins, glue, ink, and small
amounts of other organic compounds (Mazzola, 1969). The proportion of
each is dependent upon the type of paper being produced and the internal
methods being used to recover the fiber. The result is that the physical
preperties of pulp and papermill sludges can show a wide variation.

Various microorganisms are responsible for decomposition of
the organic matter in soil or sludge. Waksman (NCASI Tech. Bull. No.
120) showed that cellulose decomposition is dependent on a favorable carbon-
nitrogen ratio. In samples composed of garden soil, small amounts of
a sand cellulose mixture, and one percent sludge, he observed 90 percent
cellulose decomposition in 45, 50, and 80 days with carbon to available
nitrogen ratios of 5:1, 10:1, and 550:1, respectively. Imshenetsky (1968)
indicated that cellulose decomposition ceases when the available nitrogen
content of a soil is below 1. 2 percent. Other factors influencing decom-
position include temperature, aeration, moisture content, pH, and the
relative proportion of lignin.

Mazzola (1969) examined core samples of sludge frmn deposits
at eight different mills for various physical prOperties. No visual indi-
cation of degradation of the fibrous material was apparent in sludges ex-
tracted from depths ranging from 2 to 16 feet. Photomicrographs of fiber
taken from one of the sites at depths of 2 and 12 feet representing deposit
ages of l and 12 years, respectively, indicated that any decomposition
was proceeding at a very slow rate. Mazzola (1969) attributed this very
slow decomposition to the low nitrogen content of papermill wastes.

Compressibility of soil is a function of the extent to which particles
can shift positions by rolling and sliding. This rigidity of the soil skeleton
is dependent on the structural arrangement of particles and on the degree
to which adjacent particles are bonded together. Pulp and paper mill
sludges vary in the amount of fibrous material present. A coarse fibrous
structure may exhibit a different compressibility from a fine-fibrous
or an amorphous-granular type sludge. MacFarlane (1969) reported 9i
that fine-fibrous peats show the highest compressibility and the coarse?
fibrous peats the least.
2. 1. 2. Water Content

The water found in pulp and papermill sludges exists in three

different phases (Gehm, 1959); (1) free water, (2) interstitial water,

6

and (i) water of imbihition. The free water will drain readily. Intersti-
tial water is held by adsorption on hydrogel surfaces, as well as particle
and fiber surfaces, and is difficult to remove. Water of imbibition, forming
a part of the structure of colloidal sols, cannot be separated by mechani-
cal methods. These sels consist of highly hydrated wood dust, fiber
debris, ray cells, aluminum hydrate, starches, dextrins, resins and pro-
teins, and are reSponsible for the gelatinous and thixotropic nature of
the sludge mass. The addition of a small preportion of sols to a relatively
free sludge mass will appreciably increase the water holding prOperties
of the entire mass (NCASI Tech. Bull. No. 190). The water retention
characteristics of a secondary fiber mill sludge is shown in Figure 2. 1.
Water holding preperties of the sludge can be altered by changing the or-
ganic content or by the addition of a lime admixture.

Mazzola (1969) obtained field water contents at nine sludge sites.
At three sites the sludge had been deposited without mechanical dewatering
and at the remaining six sites the sludge had been subjected to either
vacuum filtering or centrifugation before deposition. Variations in water
content ranged from 46 to 740 percent with no samples taken below the
ground water table. Mazzola (1969) noted that the water contents of the
sludge deposits had changed very little with time. In examing the water
content variation within a single deposit, Mazzola (1969) found a larger
variation in the vertical direction as compared to the horizontal direction.
This stratification would agree with changes in the manufacturing processes
employed to produce different paper types.

Consistency (Atterberg) limits are used to indicate the range of
water contents in which a soil or sludge may be considered as a fluid,
plastic, or solid. Terzaghi and Peck (1967) provide information on the

relationship
C N 0.009 (L - 10%) (2.1)
c — w
between liquid limit Lw and the compression index CC for clays of medium

or low sensitivity. Application to pulp and papermill sludges having

low fiber contents may be possible.

2. 1. 3. Permeability

The physical structure and the arrangement of constituent parti-
cles in sludge greatly affect the size and continuity of pores and/or
capillaries. These differences plus incomplete saturation result in a
wide range of permeabilities in pulp and papermill sludges. The effects
of undissolved gas in peat show up particularly in consolidation test re-
sults (MacFarlane, 1969). In laboratory consolidation tests, a large ini-
tial compression and an indistinct completion of primary consolidation
in time-compression curves reflect the presence of gas. Sludges containing
sols tend to decrease permeability while the Open-meshed fibrous sludges
are initially quite permeable. Other factors influencing the permeability
include the solids content, the organic content, and the degree of con-
solidation.

The most widely used representation for flow is Darcy's Law
(Terzaghi and Peck, 196 7; Lambe and Whitman, 1969) which is usually

written in the form

v:%:kéflb-:ki. (2.2)
The rate of flow q is dependent upon a permeability constant k, the hy-
draulic gradient i = %:h- , and the cross-sectional area A. The accuracy
of the equation is generally dependent on the permeability k. For the
permeability to be truly constant certain conditions must be satisfied or
accounted for including (1) a completely saturated medium, (2) an incom-
pressible fluid, (3) no change in void ratio in the porous medium, (4) low
flow velocities, (5) a homogenous porous media, (6) a homogenous fluid,
(7) continuous flow, and (8) steady state flow (Leonards, 1962; De Wiest,
1969).

Examination of the above conditions in terms of the usual engineering
problems reveals that items five through eight are insignificant since the
laboratory determination of the permeability adequately takes them into
account. In addition, the void size and configuration in ordinary soils
is such that the flow velocities are normally small. Consolidation in-
volves a change in void ratio, hence a change in permeability. The
permeability of a consolidation specimen can be computed at each void

ratio from test data (Lambe, 1951). Pulp and papermill sludges contain

8

undissolved gas in the pore fluid which was trapped during dewatering or
which develops during slow decomposition. The effect of these gas bubbles
on the permeability of a secondary fiber mill sludge is shown in Figure

2. 2 for low backpressures. Pretreatment of the sludge with a sterilant
and a vacuum minimizes this effect.

At low back pressures the natural pulp and papermill sludge re—
quires a threshold hydraulic gradient to initiate flow. Andersland and
Laza (1971) reported that for the secondary fiber mill sludge and zero
back pressure, this gradient was as high as 11. 77 for some samples.
This has a practical significance with regard to consolidation of sludge,
since hydraulic gradients in field embankments can be less than unity.
Mitchell and Younger (1966) indicated that the amount of consolidation will
be decreased, since consolidation would cease when the excess pore
pressure in a clay layer has decreased so as to give the threshold gradient
throughout

The coefficient of permeability is dependent on the temperature
at which a permeability test is performed, because k is a function of the
unit weight of water Yw and of the viscosity 7] (Terzaghi and Peck, 1967).
Both of these quantities vary with temperature. The variation of yw
is negligible in comparison to 1}, hence Terzaghi and Peck (1967) com-
pute the value of k for any temperature by means of the equation.

r]

k:—-———-—k (2.3)
T] 1

In this equation k corresponds to the coefficient of permeability at the

test temperature 1and n 1 is the corresponding viscosity. Equation 2. 3
assumes that the coefficient of viscosity of water is independent of soil
porosity. In clays temperature appears to have a greater influence on
viscosity than it has in coarser soils. The average viscosity of the pore-
water of clay appears to increase with decreasing pore space (Terzaghi

and Peck, 1967). These facts exclude application of equation (2. 3) to

clays and other very fine-grained soils. Equation (2. 3) may not be applica-

ble to pulp and papermill sludges having high water retention properties.

at m.

water tension,

 

 

 

 

 

 

 

 

 

 

 

 

 

50 r
)-
10 "
l-
5 .—
1. O -
; AV
0. 5 "" \\
_ Q on
35% organic content
43% organic + 10% lime
O. 1 j —_
9057.1.1.i.i.iii...'i.“.‘ci
O 40 80 120 160 200
water content, w % by wt.
Figure 2. 1. Water retention curves,sludge H-Z.

(after Andersland and Laza, 1971).

10

 

 

10, 0001’
8 a u a (35093 °_8_o_3—g——no_g
Q 8000-ll v“
V 7°
E v ‘6
U 9, v
°? V A
._. " 25. 770 solids
x A o
x 1’ 0 no pretreatments
.. A E] sterilant and vacuum pretreated
i; 4000.. o A sterilant pretreated
E A v vacuum pretreated
(U «u-
E
s 2000-~ °
0)
0.
Ju-
o
04.:i:::::::4.:::
0 4O 80 120 160 200 240 280
average head, h, feet of water
Figure 2. 2. Permeability versus average head of water for sludge H- 2.

(after Andersland and Laza, 1971)

ll

2. 2. Application of Consolidation Theory to Sludges
2. 2. 1. Consolidation Theory

Consolidation theory involves setting up an equation from which
the pressure and void ratio values may be computed at any point and at
any time in a stratum of consolidating soil or sludge. From such an
equation the change in overall thickness of the strata after any interval
of time may be determined by integration or numerical computation. A
number of assumptions are used in the theory. The basic theory as it
may be applied to pulp and papermill sludges, required assumptions,
and deviations from the theory for organic soils are outlined below.
2. 2. 1. 1. Soil Compressibility

Consider the case where consolidation and volume change occurs
only in the vertical direction (one-dimensional compression). Then,
change in height A H per unit of original height Ho equals the change in

volume AV per unit of original volume V0.

 

(2. 4)

AH AV
V
o

It is convenient to express AV in terms of the void ratio e. From Figure

2. 3 and equation (2. 4),

 

(2.5)

This relationship is valid regardless of the mechanism causing volume
change or of the degree of saturation of the sludge. The relationship
between Ae and the change in effective normal stress A; is usually
determined experimentally by one-dimensional consolidation tests.
The slepe of the void ratio versus effective stress curve is called the

coefficient of compressibility av.

a :_ d (2.6)

d}?

(D

 

The value of aV decreases as 0' is increased; however, for small values

of A0",

Ae : -a A; (2.7)
V

12

 

 

 

 

 

 

 

 

at initial condition

Figure 2. 3.

V5011+€ ) —"S]V(1+2)

 

 

 

 

 

 

LAV: V0 — V‘
l i . . ' ’ *-
1 ,. gas. I """—- ”“fiy
*1 ‘ ' gas ,
V0; eovs f g
i _ cIVs ‘— -
_ p water ‘
V0 - «Silicol 1 ,, .__. ' Vsii‘ (21} \galQr
I // /;,/";’/ W2
Vs /S°l'ds,/ ’4 V ?’s lids/i
//_/// /1 S ”/11, ?

 

 

V $011+?!)

Volume -void ratio relationships.

6) compressed condition

 

1+8

13
Combining equations (2. 7) and (2. 5),

a —
All 7. u ——X-—cr (2.8)

0110
0

When A0‘ is so large that aV cannot be assumed constant,

a
v _.
ClH -— 111T??- d0' (2. 9)
o
and
av __
AH ZSdH -: 3‘le (10' (2.10)
0
av
The term H? can be replaced with the coefficient of volume compres-
51b111ty mv,
AH : S H. m d? (2.11)
1 v

It is often convenient to plot the consolidation test data as e versus

log Tr. The SIOpe of this curve is

c = -—-d—e—— (2.12)

C d(log E)
where CC is called the compression index. It can be shown that

0.435 c
a s ——:——E (2.13)
0"

Substitution of equation (2. 12) into the differential form of equation (2. 5)

gives

C
C ——
dl‘i — Hlfi—FO— d (log 0‘) (2.14)

If F0 is the initial pressure and d? the change in pressure, then
_ _ __ _ 30 + d?
d(log 0') : log (0'O + do) — log 00 : log -—_-_——— (2.15)

0
Substituting equation (2. 15) into equation (2. 14) gives

CC 30 + a?
(111 :— Fill—:1;— 10g ——:——— i
O 0‘
O

.16)

to

14

and

 

U (I
O

(. (r) I d;
k' (
All SIIiT|0~10g-—-———- (2.17)

These expressions are used for estimating the ultimate soil compressions
due to one-dimensional volume changes.
2. 2. l. 2. Rate of Consolidation

When the load on a layer of highly compressible porous saturated
material such as pulp and papermill sludge is increased, the layer is
compressed, and excess water drains out of it. This constitutes a process
of consolidation. The added load per unit of area is known as the consoli-
dation pressure. At the instant of application the consolidation pressure
is carried almost entirely by the water in the voids of the sludge. The
initial excess pressure in the water is almost exactly equal to the consoli-
dation pressure. As time goes on this excess pore water pressure dissi-
pates and the average effective pressure in the sludge increases.

This process of consolidation is illustrated in Figure 2. 4 where
drainage is permitted through the top and bottom of a consolidating
layer. For this case the initial excess hydrostatic head, represented by
line de, equals the load per unit area divided by the unit weight of water,
Ap/yw. As time goes on this head decreases in the form represented
by curves C and C for times t and t respectively. The excess pres-

l 2 l 2’
sure

1.1 : Y 11 (2.18)

becomes equal to zero when consolidation is complete. The consolidation
pressure has now become an effective stress. If consolidation pressure

at any time is denoted by A0', equilibrium requires that
Ad -_- A? + u (2.19)

where ATT- represents that portion of the consolidation pressure which, at
a given time, is transmitted from particle to particle and u equals the
excess hydrostatic pressure.

The equation governing the time rate of one-dimensional volume

compression (Terzaghi and Peck, 1967) is

 

   

consohdafing

layer

  

15

 

  

drainage

 

 

 

 

 

 

 

l

12
31/

 

 

 

-
--

“4‘414‘144/

Figure 2. 4.

drainage

 

 

 

 

   
  
 

consolidating layer

piezomctric tubes

//11'/A/////////////’

drainage.

Diagram illustrating consolidation of a compressible

layer of clay (after Terzaghi and Peck, 1967).

16

where u equals the excess hydrostatic. pressure, t equals time following
application of the consolidation pressure, z equals distance from the
middle of the strata shown in Figure 2. 4, and cV represents the coeffi-
cient of consolidation. Terzaghi and Peck (1967) give the hydraulic boun-
dary conditions which must be satisfied for solution of this equation.
Equation (2. 20) combined with the boundary conditions determines the

degree of consolidation U % for a given time t. The equation for U % is

 

U % : f(Tv) (2. 211
where
cV
_ 7 2

is a pure number called the time factor. At the drainage surface z equals
H. Since the soil constants and the thickness of the compressible layer
enter equation (2. 21) only in the combination represented by the dimen-
sionless time factor Tv’ the value U % = f (Tv) is the same for every layer
that consolidates under specified conditions of loading and drainage. It
has been determined for every condition of practical importance by means
of equation (2. 20) with the results presented in the form of graphs or tables
(Terzaghi and Peck, I967; Leonards, 1962). Theory for two- and three-
dimensional processes of consolidation is given by Terzaghi (1943) and
Scott (1963).
2. 2. 2. Deviations From Theory for Organic Soils

The basic assumptions made in applying the conventional consoli-
dation theory to organic soils include: (1) homogenous material, (2) com-
plete saturation, (3) negligible compressibility of the solid matter,
(4) the validity of Darcy's law, and (5) constant preperties during each
stage of consolidation. Application of consolidation theory to peat includes
major deviations from assumptions three and five, compressibility of
the solids and change in permeability under applied load. MacFarl' -.e
(1969) indicates that these two anomalies account for the significant
differences in consolidation behavior between organic and mineral soils.

A typical laboratory time-settlement curve for peat is shown in
Figure 2. 5. Initial compression, due primarily to compression of entrapped
air, occurs on application of the load. Primary compression in peat

occurs over a relatively short time interval. Secondary or long-term
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18

compression is represented by the straight portion of the curve. Predic-
tion of the rate of consolidation, as given by consolidation theory, appears
to be limited to primary compression (MacFarlane, 1969). Adams (10(6)
indicated that the compressibility of the solid material accounts for part
of the continuous long-term compression, of peat. Secondary compression
and the influence of admixtures on consolidation are described below.
2. Z. Z. 1. Secondary Compression

In peat, secondary compression, which is not associated with pore
pressure change, constitutes a moderate portion of the total settlement.
Consolidation theory (Terzaghi and Peck, 1967; Leonards, 1962) does
not account for secondary compression. MacFarlane (1969) gives the

equation

CO.
5.. = “T7?

log10%- (2.23)
o .
for estimating settlement S(1 due to secondary compression within the time
interval tO to t. The thickness of the compressible layer equals H, and
Co is the coefficient of secondary compression expressed in terms of
change in void ratio over one cycle of the logarithmic scale on a plot of
void ratio e versus logarithm of time. The value of C(1 can be determined
from laboratory tests or from field settlement data. Its determination
in the laboratory is subject to how well test conditions represent probable
field conditions. A second definition of the coefficient of secondary com-
pression expresses CC1 as the slope of the ’settlement-log time .plot A H
divided by the thickness H of the sample at the beginning of the long-term
or straight-line stage (MacFarlane, 1969; Lambe and Whitman, 1969).

For example

J AHA/H - w A (2. 24)
a loglnt ,
The latter definition is used for reporting the experimental results in this
study.
The physical mechanism causing secondary compression is not
clearly understood, but there is evidence suggesting that Co is not a

constant soil parameter (MacFarlane, 1969). The shear stress in soil

19
appears to be a major factor affecting its value. Lee (1968) indicates
that secondary compression is a form of creep and attributes the accelera-
tive type of secondary compression. to breaking of bonds and the decelera—
tive type to a gradual expulsion of water (from pores of everdiminishing
diameter). Soil creep theory (Andersland and Douglas, 1970; Mitchell,
Campanella, and Singh, 1968) does describe time-dependent deformation
for soils in terms of stress level, stress history, temperature, compo-
sition, and soil structure. Mathematical analyses of primary and secondary
consolidation have been made (Wahls, 1962) by combining equations
(2. l7) and (Z. 23) but the accuracy of values assigned to CC and C(1 are
still the major factor governing the precision of settlement predictions.
2. Z. 2.. Z. Admixtures of Lime or Flyash

Efforts to improve the dewaterability of pulp and papermill sludges
have considered the addition of flyash or lime to the material (NCASI
Tech. Bull. No. 136, 158, 190). The question here is what effect do
these admixtures have on the consolidation behavior of the sludge after
placement in a landfill? Four basic reactions affect changes in the engi-
neering prOperties of lime-soil mixtures (Thompson, 1966). Cation
exchange, flocculation, and agglomeration are primarily responsible for
alterations of plasticity, shrinkage, and workability characteristics.
Pozzolanic reaction is the main contributor to strength although lime
carbonation may contribute slightly. Organic matter greatly retards any
lime-soil pozzolanic reaction.

Limited information is available on the effect of lime or flyash
admixtures on soil consolidation behavior. Ranganatham (1961) reported
that when black cotton clay was treated with lime there was a marked
increase in the coefficient of consolidation and a decrease in the recovery
ratio. The increase in cV with lime treatment means a more rapid rate
of consolidation for normal loading. An increase in the permeability
when lime or flyash was added to pulp and papermill sludge (Andersland
and Laza, 1971) would increase the coefficient of consolidation. Any
pozzolanic action would tend to reduce or stop consolidation. Increase
in shear strength of pulp and papermill sludges due to addition of lime or
flyash was small (Andersland and Laza, 1971), hence pozzolanic reactions

must be very limited.

20

2. 5. Laboratory Analysis

Laboratory tests and analysis serve to illustrate the principles
on which engineering judgment may be based or to set limits to the proba-
ble behavior of a soil or a pulp and papermill sludge. This section re-
views sampling and consolidation test procedures followed by interpretation
of results and some practical applications.

2. 3. 1. Sampling and Test Procedures

The principal sources of error in predicting ultimate settlements
lies in the accuracy of the experimental determination of the compression
index CC (or the coefficient of volume compressibility mv). For existing
clay or peat deposits reasOnably undisturbed samples are cut as a block
or cylindrical sample in an Open test pit. For greater depths thin-walled
samplers with piston attachments have given fair success. Inside diameter
of the samplers have normally been 2. 5 to 3. 0 inches. For the purpose
of this study fresh sludge samples obtained at the mill site were used.

Consolidation testingof clays and peat has generally followed
conventional practice (Lambe, 1951) with certain modifications. Sample
diameter has varied from 2. 5 to 12 inches. The conventional method
implies a load increment ratio Ap/p : l and a load duration of 24 hours.
Time-settlement curves are similar to that shown in Figure 2. 5 and may
include an appreciable secondary compression for each load increment
with organic soils. MacFarlane (1969) reports that the rate of secondary
compression of peat is pr0portiona1 to the sample thickness. The Inagni-
tude of secondary compression under each individual load increment will,
therefore, have an effect on the rate of long-term compression on succes-
sive load increments.

For peat MacFarlane (1969) recommends that loads be applied as
single increments covering the loading range desired. Compression
readings should be taken over very short time intervals during the first
few minutes of loading and then at longer intervals. Leonards and Ramiah
(1959) noted. the change in shape of compression-time curves as the load-
increment ratio was reduced and the corresponding reduction in cV values
calculated from conventional curve fitting procedures (Lambe, 1951).
Leonards and Altschaeffl (1964) reported that the Terzaghi theory predicts
pore pressure dissipation only for a type I curve such as shown in Figure

2. 5 which was obtained with a load increment ratio equal to unity.

21
2. 3. 2. Interpretation of Results and Practical Applications

Conventional curve fitting methods for interpreting consolidation
tests on soils are given by Leonards (1962) and Lambe (1951). The
details of the test, including load-increment ratio and duration, specimen
size, type of consolidometer, temperature, and sample disturbance all
affect the value of cV (Leonards and Ramiah, 1959). Since field load-
increment ratios vary with depth, it is known that experimental values
of cv obtained in the laboratory are subject to undetermined errors.
MacFarlane (1969) reports that conventional curve-fitting methods for
interpreting consolidation tests on peat or organic soils will not be possi-
ble. He gives several empirical approaches which have been used with
peat and which have met with some degree of success.

For single increment tests, where the applied load has been made
equal to the anticipated field loading, the magnitude and rate of the primary

compression may be estimated as follows (MacFarlane, 1969):

H fielde lab
0 o
H lab
0

 

(2. 25)

S field
0

H; field x t lab

 

t field (2. 26)

Hi lab
0

where t is the time for consolidation, Ho the initial peat thickness, S0 the
initial compression, i the exponential parameter. Secondary compression
would be estimated according to equation (2. 23). The total field settlement
for any given time is then a summation of primary and secondary com-
pression. This prediction of field settlement from laboratory tests on
peat is essentially a direct extrapolation of laboratory thickness to field ’
thickness and assumes a linear rate of settlement with the logarithm of}
time. For non-homogenous peat deposits or where mineral soil layers
exist, this method will give only approximate predictions. Any shear
or displacement strains would not be accounted for.

Practical considerations include preloading and sand drains. Pre-
loading has been used to overcome or partially eliminate the long-te rm
compression in peat. A preload is applied of sufficient magnitude and
duration to cause the compression of the peat which would normally occur

under the prOposed design load over the expected life of the structure.

22
The magnitude of the preload would be limited by stability considerations
which are largely governed by the rate of pore-water pressure dissipation.
A method of estimating the magnitude and duration of the preload is shown
in Figure 2. 6 for a fine fibrous peat 10 feet thick. Curve No. l is the
field tithe-settlement curve based on the procedures outlined above. The
remaining curves consider additional loads based on grade maintained and/or
a surcharge load. Considerable field rebound has been observed in several
field cases on removal of the preload (MacFarlane, 1969).

Sand drains have been used in clay foundations to allow easier
drainage for escaping water with a resulting acceleration of primary
consolidation. They have been particularly useful in the preloading
technique where the duration of the preload has been of economic impor-
tance. For peats the initial or excess pore-water pressure period is
generally very short. For this condition sand drains will not be effective.
For secondary compression the use of sand drains will not be effec-
tive because the rate of compression does not appear to be a function of
length of the drainage paths. MacFarlane (1969) indicates that sand
drains should not be ruled out for all peats or organic soils. Where tests
have shown that the duration of the primary compression stage is apprecia-
ble, when the length of drainage stage is appreciable, and where the length
of drainage path (or thickness) is also large, sand drains can be effec-
tive both in reducing construction pore pressures and in accelerating the

primary stage of compression.

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CHAPT ER 111

SLUDGES STUDIED AND SAMPLE PREPARATION

Two sludges used in this study are also described by Andersland
and Laza (1971). These sludges were chosen so as to provide correlation
with previous work and to provide some correlation with many of the sludges
encountered within the pulp and paper industry. One sludge came from an
integrated pulp and papermill, the other from a secondary fiber niill.

The organic portion of the first was composed of long fiber cellulose
material and some/ wood chips while that of the latter was made up entirely
of small cellulose fibers. The remaining portions of both sludges were
essentially the same, varying only in the relative amounts of constituent
materials. Sonie data on a third sludge from a different secondary fiber
mill is included. This chapter describes the three sludges and provides
information on sample preparation for the consolidaton Specimens.

3. 1. Secondary Fiber Mill Sludges

Both secondary fiber mill sludges were tested for their physical
properties including specific gravity, consistency limits, and ash content.
Test methods used for these prOperties are listed in Table 3. l. The
physical properties of both sludges are given in Table 3. 2 including sam—
ples modified by additions of lime or flyash. These sludges were grey
in color. The solid contents as sampled at the mill are given in the last
column of Table 3. 2. The symbols H or D will be used throughout this
study to identify the two secondary fiber mill sludges. Numbers follow-
ing these letter designations give the sample number. The sludge identi—
fied as H best fits the definition of a high ash papermill sludge (Gillespie,
Cellman, and Janos, 1970), hence it was used for the major part of the
test program. The organic content in both sludges was of the same type
consisting of short cellulose fibers. Sludge D with a higher organic
content contained more long fibers.

The admixtures used with sludge H-Z included a commercial lime
and a flyash resulting from the incineration of coal and bark in power
boilers at a secondary fiber mill. The lime, described in Table 3. 3,

24

25

is comparable to that used in the paper industry and was obtained from a
local supplier. Properties of the flyash with information on particle
size are included in Table 3. 3.

3. 2. Integrated Pulp and Paper Mill Sludge

The integrated pulp and papermill sludge ranged from dark to
light brown in color and contained some discrete particles of bark and wood
chips with lengths up to 15 mm and diameter of 2 mm. The two sludge
samples contained 30. 7 and 23. 9 percent solids by weight with ash contents
of 48. 5 and 27. 4 percent, respectively. The symbol C will be used through-
out this study to identify the integrated pulp and papermill sludge. The
number following this letter designation gives the sample number. Physi-
cal properties of this sludge are given in Table 3. 2.

3. 3. Sample Preparation

Sample preparation for the consolidation tests involves procedures
followed for the natural sludges, modification to different organic contents
for sludge H-3, and combinations of sludge H-Z with admixtures of lime
or flyash.

3. 3. 1. Natural Sludges

Dewatered sludge obtained from the mills may range in consis-
tency from fluid to serni-solid. Solid contents ranged from' 23. 9 to 30. 7
percent by weight with difference in consistency largely due to the fiber
content. Sludge H with the lower organic content approximated a viscous
fluid in behavior. For convenience in sample preparation this sludge
was further dewatered in a centrifuge to about 35 percent solids. This
dewatered material was remixed, formed into a soft ball, placed in a
plastic bag and stored in a refrigerator for about 24 hours prior to sample
preparation. This storage period helped insure a uniform water content
throughout the sludge sample. Sludges C and D were prepared into con—
solidation specimens without additional dewatering.

The test Specimen was prepared by placing sludge material into
the consolidometer ring by hand in uniform layers about l/4-inch in
thickness. The ring was supported on a glass plate. Care was taken to
insure that no space in the ring was left unfilled and that the sample
was made as uniform as possible. The tOp face was shaved evenly.

Initial specimen dimensions conformed to the ring size. The specimen

and ring were weighed with the initial sample weight determined by

26

difference. Dry weights were obtained at the end of the consolidation test
after oven drying. Next the saturated bottom porous stone was placed
in the consolidation unit followed by the specimen and ring. The remaining
steps depend on which consolidation unit was used and are explained in
Chapter 4 under laboratory equipment and test procedures.
3. 3. 2. Different Organic Contents

It was desired to alter the organic content of sludge H-3 without
affecting the remaining constituents in order to simulate possible decom-
position. Special procedures used involved washing the sludge material
through a U. S. Standard No. 16 sieve (opening of 0. 0469 inches) and
collecting both the wash water and the material remaining on the sieve.
The wash water was placed in a closed container and allowed to stand un-
disturbed for about four days permitting the suspended particles to settle
out. Next the clear water was siphoned off and the remaining portion
brought to a consistency of about 35 percent solids by weight using an
International Model V, size 2 centrifuge for 30 minutes at 2500 rpm.
An organic content determination was run on both the material collected
on the sieve and that washed through. Using these known organic con-
tents, mixtures were prepared to give a range of organic contents.
These mixtures were checked for their organic contents which are given
in Table 3. 2. Since the openings on the No. 16 sieve are larger than the
individual particles and fibers within the sludge, this process was not one
of selective separation. The material retained on the sieve appeared
to contain a full range of fiber size, the same as that washed through.
Hence the fiber size within the modified samples was comparable to that
in the natural sludge samples. The mixing referred to above was done by
hand until the materials appeared to be well dispersed, then completed
with a Hobart Model A-200 electric mixer. Samples of the prepared
mixtures were stored in sealed plastic bags in a refrigerator at about
350 F until preparation into consolidation specimens as described in
Section 3. 3. l.
3. 3. 3. Combinations With Lime or Flyash

Lime or flyash materials are sometimes used to improve the
dewaterability of pulp and papermill sludges (NCASI Tech. Bull. 136,
158, 190). To provide information on how these admixtures influence

sludge consolidation behavior samples were combined with lime or flyash

27

by hand mixing 10 percent by dry weight of the admixture with the sludge
until it was well distributed throughout the sample. Mixing was completed
using the Hobart mixer for four to five minutes. This material was then
sealed in a plastic bag and returned to the refrigerator for 24 hours before

preparation into consolidation specimens as described in Section 3. 3. 1.

Table 3. 1. Physical PrOperty and Test Method

 

Physical Property Test Method

 

Consistency (Atterberg) limits
Liquid limit ASTM D 423-66
Plastic limit and

plasticity index ASTM D 424-59
Shrinkage factors ASTM D 427-61
Ash content ASTM D 586-63
Organic content Agronomy No. 9,
Sec. 92-3. 3

Specific gravity ASTM D 854-58

 

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Table 3. 3.

29

Properties of the Lime and Flyash

 

(after Andersland and Laza, 1971)
1113112 Brand Mississippi hydrated lime
Source Massour, Missouri
Specific gravity 3. 32
Available calcium hydroxide 97. 00 %
Available calcium oxide 73. 4O %
Available calcium carbonate 2. O4 %
Total calcium oxide 74. 57 "/0
Total trace elements 1. 68 %
Flyash Specific gravity 1. 92
Liquid limit 53. 2
Plastic limit 49. 7
Plasticity index 3. 5
Gradation, % passing by wt.
*No. 100 sieve (o. 149 mm) 94
No. 200 sieve (0. 074 mm) 87
--.. (O. 020 mm) 14

 

*
U. S. Standard sieve sizes.

CHAPTER IV

LABORATORY EQUIPMENT AND TEST PROCEDURES

The consolidation test provides information concerning the amount
and rate of volume change of a soil or sludge sample under load. An
introduction and recommended procedure for the conventional consolidation
test is given in Chapter IX of SOIL TESTING FOR ENGINEERS by T.
William Lambe (1951). More recent methods (Lowe, Zaccheo, and
Feldman, 1964) use a backpressure for reproducing field neutral pressures
and minimizing the influence of entrapped air on consolidation behavior.
This chapter provides information about the consolidation equipment and
test procedures used for the pulp and papermill sludges.

4. l. Consolidation Equipment

Consolidation equipment consists of the soil container and a system
for applying loads which are nearly constant. Consolidation specimen
containers may be of either the fixed-ring or floating-ring type. The fixed-
ring container is illustrated in Figure 4. l and was used in this study be-
cause of the very soft initial condition of the sludges. A floating-ring
would not receive sufficient support from the sludge during the early
stages of the test. Figure 4. 2a shows a consolidation unit of the fixed-
ring type and includes a sludge specimen which has been oven dried.
Specimen preparation was described in Section 3. 3. l.

The system for applying loads to the consolidation specimen may
utilize a dead load and lever system or a hydraulic loading system. The
dead load and lever system was used in this study. Figure 4. 2b shows
part of the loading system with a consolidation unit. Vertical specimen
deformation is shown by the dial gauge.

4. 2. Conventional Test Procedures

Test procedures outlined by Lambe (1951) were followed in general
with minor changes. For convenience in plotting dial reading versus
square root of time curves, compression readings were taken at total
elapsed times of 0, 1/4, 1/2, 1, 2 1/4, 4, 6 1/4, 9, 12 1/4, 16, 20 1/4,
25, 36, 49, 60, 120, 240, 480, and 1440 minutes. A 24-hour period

30

31

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

1 load
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‘ pp . cover ‘
porousss gngffl'u
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Specimen '
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Figure 4. 1. Fixed-ring consolidation specimen container.

32

was allowed for each load increment. This period was more than required
for completion of primary consolidation but did provide a convenient and
fixed time interval. A load increment ratio equal to one was used on all
tests except those concerned with load history. For the ratio equal to
unity, load increments of 1/4, 1/2, 1, 2, 4, 8, and I6 kg/sq cm were
followed.
4. 3. Pressurized Consolidation Cell

The pressurized consolidation cell permits application of a back-
pressure so as to reproduce neutral pressures which may exist in the field
and to reduce the effect of entrapped air on the soil or sludge consolida-
tion behavior. In the case of pore pressure measurements the cell has
the advantage of ensuring that air bubbles in the measuring system are
largely eliminated. The Wykeham Farrance model HC 1 pressurized
consolidation cell modified to use a linear displacement transducer for
deformation measurement was used in this study. The cross-sectional
and plan views of the cell are shown in Figure 4. 3. The pressurized
consolidation test apparatus is shown in Figure 4. 4. Pressure sources
including two nitrogen tanks were hooked up as shown schematically in
Figure 4. 5.

The ring container shown in Figure 4. 3 takes samples 3 inches
in diameter by 3/4 inch high. The O-rings ensure that no nitrogen gas
gets to the top of the sample. Drainage is permitted only through the lower
porous stone as pressure is applied to the flexible rubber membrane
on top of the sample. Pore water pressures may be measured through
the small upper porous stone contained in the metal measuring area.
A small polyethylene tube leads to valve C and a pressure transducer.
The yoke transmits consolidation movement to the displacement transducer
which is held vertically in the perspec chamber located under the consoli-
dation chamber.
4. 4. Special Test Procedures

The sludge sample is prepared in the same manner to that used
for the conventional type cell (Section 3. 3. l). A handbook provided with
the pressurized consolidation cell provides detailed information on prepa-
ration of the apparatus, test procedures, and sample removal. These

procedures were modified to permit use of the displacement transducer

33

for measurement of consolidation and to use the nitrogen pressure source.
These procedures are summarized below.

The lower porous stone shown in Figure 4. 3 was flooded with de-
aired water using valves B1 and B2 as inlet and outlet. The sample ring
containing the prepared sludge sample was placed on top of the lower
porous stone and inside the lower O-ring. Care was taken to prOperly
place the sample ring container and both O-rings. The t0p drainage lead
connects valve C to the center spigot of the diaphragm. Next the sample
was flooded with a small amount of de-aired water, about 1/8-in. in depth,
before placement of the flexible rubber diaphragm. Valve C and V8
(Figure 4. 5) leading to the de-airing cell was Opened. Pushing lightly
on the surface of the membrane simultaneously with application of suction
forces air out followed by the water. This removes all air which may
have been trapped between the diaphragm and the sludge surface.

Next the top bar of the yoke was replaced making sure that the cen-
ter screw was released to its full extent. Using the center screw located
in the top bar the transducer core was adjusted to allow for its full linear
range. The air release valve located at the top of the confining chamber
was opened and this chamber was placed on the central boss of the center
plate.

To commence the test the two transducers were connected to their
respective recording units which had been previously calibrated. The
units were adjusted to the desired zero setting. Next valves V3, V5, A,
V7, B1, and B2 (Figure 4. 5) were opened. The load pressure and back-
pressure were applied from tank 2 in small increments using valve V2
allowing time for equalization at each stage. Depending on the test
procedure to be followed pressures were increased to 20, 127 or 250
psi. The latter value equals the cell capacity. The sample was now
permitted to stand with back pressure for about 70 hours. Volume change
resulting from application of the pressure was recorded by the displace-
ment transducer. Before starting the loading sequence valve V5 was closed,
pressure from tank 1 was adjusted to the desired value, and valve V4
opened.

For most tests where the backpressure used was equal to 20 or
127 psi, load was applied on tOp of the sample by adjusting valve V1.

When the initial backpressure was 250 psi, loads were applied by reducing

34

the backpressure by increments while holding pressure on top of the sample
constant. Tank 1 (Figure 4. 5) maintained pressure on the top sample
surface while tank 2 provided the backpressure. Each increment was
maintained for a 24-hour period while consolidation displacement and

pore water pressures were recorded by means of the transducers.
Recorders were reset before each load increment. An electric timer

was used for convenience and as a check on chart speeds. The number of
load increments was limited by the size of each increment and the 250

psi cell capacity.

On completion of the test valves V1 and V2 were closed and V5
opened. The cell was slowly depressurized by Opening the air release
valve. The sample was removed and both wet and oven dry weights were
obtained.

A11 consolidation tests were run at room temperature except those
in which temperature was considered as a variable. For these tests
the preSSurized consolidation cell was placed in an insulated box and
warmer or colder temperatures were maintained either by adding heat by
means of a light bulb or cooling by means of refrigeration. Test tempera-

tures were maintained to better than i 0. 3 0C.

35

 

 

(b) Load frame with consolidation unit.

Figure 4. 2. Consolidation test apparatus.

l7

 

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Figure 4. 3.

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18

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Sample ring

Porous stone

Flexible rubber
membrane

Tapered internal
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Metal measuring
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Upper porous stone

Lower O-ring

Sample ring
container

Upper O-ring

Consolidation cell
ring

12. Lock nuts

13. Tap drainage lead

14. Knurled nuts

15. Center screw

16. Air release valve

17. Clamping screws

18. Drainage plug

19. Displacement

transducer

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(b) Consolidation cell, pressure gauges, timer, recording unit, and hook-

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38

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CHAPTER V

EXPERIMENTAL RESULTS

The experimental results include data showing how different varia-
bles influence the consolidation behavior of pulp and papermill sludges.
These variables include load increment ratio, initial solids content,
degree of saturation, organic content, admixtures of lime or flyash, and
temperature. The experimental data are summarized in Tables 5. l
to 5. 7. Dial reading-logarithm of time curves for selected load incre-
ments, and void ratio-logarithm of pressure curves are shown in Figures
5. 1 through 5. 14. Complete test data are given in Appendices A and B.

5. 1. Load Increment Ratio

Load increment ratio refers to the magnitude of each successive
load to the preceding total load for the consolidation test. When the load
is applied in increments so that each increment equals the previous con-
solidation pressure the load increment ratio equals unity. Typical dial
reading-logarithm of time curves for sludge H-Z are shown in Figure
5. 1 for load increment ratios of l. O, 0. 75, O. 50, and 0. 25. Consolidation
data are summarized in Table 5. 1 with Cv’ k, and r, based on the square
root of time curve fitting method. All tests were started at an initial solids
content close to 35. 5 percent. Average loads for the curves shown in
Figure 5. l are fairly close ranging from 0. 344 to O. 549 kg per sq cm.

The void ratio-logarithm of pressure curves‘in Figure 5. 2 are essentially
parallel, hence the compressibility of sludge H-Z at a given stress appears
to be unaffected by load increment ratio. Appendix A includes the eXperi-
mental data for tests A-6, A-7, A-8, and A-9 with different load increment
ratios.

5. 2. Initial Solids Content

Initial solids content refers to the ratio of dry solids to the total
wet weight of the sample in percent at the start of the consolidation test.

Tests A-l, A-2, and A-5 on- sludge H-Z with initial solid contents of 36, 41. 5,

and 48. 5 percent, respectively, were run in the conventional oedometer

39

40

using a load incrvnu-nt ratio of one. Consolidation data are summarized
in Table 5. 2 with cv, k, and r based on the square root of time curve
fitting method. Appendix A includes the experimental data for the typical
dial reading-logarithm of time curves (load of 0. 5 to l. O kg/cmZ) shown
in Figure 5. 3. The rate of consolidation appears to decrease with increase
in solids content. Test A-5 with 41. 5 percent solids, run about 4 months
after tests A-1 and A-2, gave a value for cv slightly greater than test A-Z with
48. 5 percent solids. This may have been caused by partial decomposition
which reduced the pore space available for flow during the 4 months
storage. Typical dial reading-logarithm of time curves for sludges H-3,
D-1, and C-2 shown in Figure 5. 4 illustrate different shapes characteristic
of the three materials. Sludge C-Z with the lowest initial solids content
drains most readily and therefore has the largest coefficient of consoli-
dation. Void ratio-logarithm of pressure curves in Figure 5. 5.for sludge
H-Z shows that the compression index decreases with increase in solids
content. This decrease in Cc with increase in solids content is also
observed for natural sludges H-3, D-1, and C-2 shown in Figure 5. 6.
5. 3. Degree of Saturation

The degree of saturation refers to the proportion of sludge pore
volume occupied by water. The degree of saturation in laboratory samples
varied from 96 to 99 percent after dewatering followed by careful hand
placement in the consolidometer ring. High back pressures will dissolve
the entrapped air thereby increasing the degree of saturation. The pres-
surized consolidation cell was used in two ways. For test B-Z the sludge
sample was subjected to a high back pressure (250 psi) with load appli-
cation accomplished by incremental reductions in back pressure. For
test B-5 the sludge sample was subjected to a lower back pressure 20 psi
with load application accomplished by higher pressure increments on the
flexible rubber membrane on top of the sample. Consolidation test re-
sults for sludge H-3 are summarized in Table 5. 4 and three typical dial
reading-logarithm of time curves are shown in Figure 5. 7. Results for
test B-S are given in Table 5. 7. Consolidation tests which include a back
pressure appear to give higher values for the coefficient of consolidation.
Void ratio-logarithm of pressure curves in Figure 5. 8 show a smaller
compression index for those tests which included a back pressure. Total

compression appears to be reduced for those samples with a higher degree

41

of saturation because compression which occurs during application of the

back pressure has not been included with the consolidation portion of the

test. Experimental data for tests A-12, 13-2, and “-5 are given in Appendix H.
5. 4. Organic Content

The organic content of sludge H-3 was altered by washing the sludge
through a U. S. Standard No. 16 sieve with material passing recombined
with material retained on the sieve so as to provide samples with four
different organic contents. Details are given in Section 3. 3. 2. Physical
properties of these recombined samples are given inTable 3. 2. Consoli-
dation samples were dewatered to about equal initial solid contents by
volume so as to minimize differences in consolidation behavior due to this
variable. Volume rather than weight was chosen because samples with
different organic contents have different specific gravities. Some diffi-
culty was experienced in attempting to dewater the high organic content
(67. 6%) sludge samples. The centrifuge was unable to exceed about
22. 8 percent by solid volume. Samples with 31. 3 percent organic matter
required special care in handling since they would slip through the oedometer
ring when the solid volume was reduced to about 23. 6 percent.

Typical dial reading-logarithm of time curves in Figure 5. 9
illustrate the influence of organic content on consolidation. Void ratio-
logarithm of pressure curves in Figure 5. 10 demonstrate that the com-
pression index is influenced by organic content of the sludge. Experimen-
tal results for tests A-13, A-14, A-15, and A-16, summarized in Table 5.5, in-
clude cv, k, r, and Co for each organic content. Basic data for these
tests are given in Appendix A.

5. 5 Lime or Flyash Admixtures

Sludge H—2 was combined with lime or flyash (10 percent by dry
weight) to determine what changes in consolidation behavior might occur.
Tests A-4 and A-5 performed on samples with equal solid contents show that
the addition of lime has altered the shape of the dial reading-logarithm
of time curves in Figure 5. 11. The rate of consolidation is increased for
combinations with either lime or flyash. Comparison of the void ratio-
1ogarithm of pressure curves for tests A-4 and A-5 in Figure 5. 12 show a
small increase in the compression index. This change is smaller for the
sludge-flyash combination as shown by tests A-2 and A-3. There may have

been some pozzolanic reaction between the lime and sludge components

42

in sample A-4 as a small curvature is observed for the smaller pressures.
The sample for test A-lO, tested eight months after mixing with lime, gave
a value for CC less than when no admixture was used. Table 5. 6 gives
a summary of test data with experimental results for tests A-Z, A-3, A-4,
A-5, and A-lO given in Appendix A.
5. 6. Temperature

Temperature influences the consolidation behavior of sludge pri-
marily through a dependence of permeability on the viscosity of the pore
fluid. Viscosity of the pore fluid is dependent on temperature. Permeability
directly influences the coefficient of consolidation. Typical dial reading-
1ogarithm of time curves for the load increment of Z to 4 kg/cm2 shown
in Figure 5. 13 give values for the coefficient of consolidation which are
dependent on temperature. Consolidation test data for temperatures of
6, 22, and 38 0C and a backpressure of 20 psi are summarized in Table
5. 7 with complete data given in Appendix B, tests B-3, B-4, and B-5. Void
ratio-logarithm of pressure curves in Figure 5. 14 indicate that for a
given pressure a different equilibrium void ratio exists for each test
temperature. Parallel curves indicate that the compressibility of the sludge

appears to be unaffected by temperature.

43

 

 

 

 

 

 

 

 

 

 

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CHAPTER VI

DISCUSSION AND INTERPRETATION OF RESULTS

This discussion and interpretation of results covers the consoli-
dation behavior of those pulp and papermill sludges studied and how they
are influenced by the different variables. Test variables include load
increment ratio, initial solids content, degree of saturation, organic
content, lime or flyash admixtures, and temperature
6. 1. Load Increment Ratio

In normal routine consolidation testing of soils a load increment
ratio of one is used, that is Ap/p = l where Ap is the load increment and
p is the previous total load. This rate of loading can be quite different
from that experienced by a soil or sludge element in a field deposit.
Crawford (1964) reports that there is substantial field evidence that the
prediction of consolidation settlement from laboratory tests is not always
satisfactory. He indicates that much of the difficulty in predicting consoli-
dation settlement from laboratory tests may be due to the great difference
between rates of compression in the laboratory and in the field. Typical dial
reading-logarithm of time curves shown for sludge H-Z in Figure 5. 1
illustrate that consolidation proceeds more slowly for the smaller load
increments. A load increment ratio of l. 0 gives the curve characterized
by the Terzaghi (1943) consolidation theory. It becomes difficult to sepa-
rate primary and secondary compression using the intersection of the
tangent and the asymptote to the curve for Ap/p : O. 25. Using the square
root of time fitting method, values for the coefficient of consolidation
were obtained at load increment ratios of l. O and O. 5. These values
were plotted against logarithm of pressure in Figure 6. l. The smaller
cV values correspond to the smaller load increment ratio. These results
for sludge H-Z are similar to those reported for clay by Hamilton and
Crawford (1959).

The effect of load increment ratio on the pressure-void ratio
relation for sludge H-Z is shown in Figure 5. Z. Use of fresh sludge from

the papermill with special sample preparation means that any past

68

consolidation history is missing. Different initial void ratios appear to

be responsible for small differences in the vertical location of the e-log

p curves shown in Figure 5. Z. A small curvature at higher pressures

for some of the curves appears to have been caused by limitations of

the loading unit. The slope of the e—log p curves in Figure 5. 2 appear

to be independent of the load increment ratio. This becomes readily

apparent when CC is plotted against Ap/p as shown in Figure 6. Z. This

means that the ultimate settlement in the field should be the same regard-

less of the loading rate. Any influence of secondary compression on the

e-log p relationship is not apparent for the 24-hour load duration used in

this study. The 810pe of the rebound portion of the e-log p curves (swel-

ling) appears to be slightly dependent on load increment ratio. The larger

swelling index is shown (Figure 5. Z) for the smaller load increments.
Dependence of the coefficient of consolidation on load increment

ratio suggests that permeability will also depend on the pressure incre—

ment. The Terzaghi (1943) theory of primary consolidation expresses

the coefficient of permeability as

C:v av Yw
k : __1-+_'é_- .- (6.1)
where c is the coefficient of consolidation for any load increment,

v = 9—3-ng is the coefficient of compressibility, Yw is the unit weight
of water, e is the average void ratio for any load increment, CC is the
compression index, and p is the average pressure for any load increment.
Computed values for permeability are shown plotted against the logarithm
of pressure in Figure 6. 3 for three different load increment ratios. The
smaller permeabilities correspond to the smaller load increments.

The volume change during a given load increment comprises both
primary and secondary compression. That compression described by the
theory of consolidation is generally reported in terms of the primary
compression ratio r. Values of r for sludge H-Z are plotted against the
logarithm of pressure in Figure 6. 4 for two load increment ratios. It is
apparent that a much greater pr0portion of the volume change occurs as
secondary compression for the smaller load increment ratios, close to
50 percent for Ap/p equal to 0. 25. The rate of secondary compression

is commonly expressed as the coefficient of secondary compression Ca.

69

This is the slope of the settlement-logarithm of time plot divided by the
thickness of the consolidation sample at the beginning of the long-term
or straight-line stage. Figure 6. 5 shows a plot of Cu per unit of pressure
increment Ap versus the total effective pressure at the end of the incre-
ment. It is apparent that the value of Ca/Ap increases rapidly with
decreases in the load increment ratio. Leonards and Gerault (1961)
indicated that if the load increment ratio in a field deposit varies with
depth, the use of a constant value of Ca/Ap (as determined by any
particular test procedure) can lead to substantial descrepancies in the
predicted settlement rate.
6. 2. Initial Solids Content

A description of pulp and papermill sludges generally makes refer-
ence to the dry solids content. The dry solids content is related to water

content which may be computed as

100 1]

dry solids - (6' Z)

 

W% =100[%

W
where w = WY- (100) is the water content in percent based on the dry

weight of solids WS and the weight of water WW. It would be helpful if
various consolidation properties of pulp and papermill sludges could be
correlated with the water or solids content. These relations could per—
mit preliminary estimates to be made of settlement but would not take the
place of careful field and laboratory investigations.

The e-log p curves in Figure 5. 5 show that the initial solids content
influences the compression index. Figure 6. 6 shows that a linear relation-
ship appears to exist between the compression index and initial solids
content. Sludges H-2 and H-3 give different sloPes and intercepts which
may be related to differences in sludge composition shown in Table 3. 2.
The decrease in compression index with increase in solid content (lower
w or lower e) has been observed for peat (MacFarlane, 1969) and natural
clays (VanZelst, 1948). The rebound portion of the e-log p curves in
Figure 5. 5 indicate that the swelling index is appreciably greater for the
36 percent solids content as compared to higher values. These data show
the need for careful laboratory consolidation tests before attempting to

predict ultimate settlement in a field sludge deposit.

70

Dial reading-logarithm of time curves in Figure 5. 3 show the
greatest volume change for the lowest solids content as would be expected.
This should give the larger coefficients of consolidation for the lower
solids content which is the case as shown in Figure 6. 7. The square
root of time fitting method was used to obtain cV values. Results from
test A-S do not agree but when the delay in testing (about four months) is
considered the reason may be slow decomposition. A slight change in
color and a small change in workability had been observed. Gupta and
Swartzendruber (1962) reported that growth of bacteria within quartz
sand had been found to influence flow behavior. It is reasoned that decom-
position is responsible for partial blockage of the pore Openings reducing
the permeability. As load increments increased, larger initial hydraulic
gradients gradually overcame the influence of the decomposition bringing
these Cv values up to the level expected for the intermediate solids content.

The coefficient of compressibility has been plotted against void
ratio in Figure 6. 8 for sludge H-Z at three initial solid contents. A
non-linear relation is shown to exist with values of av increasing more
rapidly for the higher solid contents at lower void ratios. This behavior
is similar to that reported for peat (MacFarlane, 1969).

The relationship between permeability and log pressure in Figure
6. 9 for sludge H-Z at three initial solid contents is consistent with consoli-
dation theory. Larger permeabilities are observed for lower initial solid
contents. Larger pressures reduce the pore space available for flow with
the consequent reduction in permeability. More primary consolidation
at the lower solids content, as shown by Figure 6. 10, may be a result of
the greater permeability. ' At higher solid contents a larger proportion
of the total water content will be held by adsorption on particle and fiber
surfaces which would contribute to more secondary compression.

6. 3. Degree of Saturation

The degree of saturation influences soil consolidation rates for
two reasons (Lowe III, et al. , 1964): (1) gas bubbles in partially saturated
soil are highly compressible as compared to relatively incompressible
water occupying the corresponding pore space, and (2) gas bubbles in
partially saturated soil impede the flow of water thereby reducing the soil
permeability. Variable head permeameter test data (Andersland and

Laza, 1971) showed that gas bubbles entrapped within pulp and papermill

71
sludges have a very significant influence on sludge permeability. Increasing
pressures reduce the bubble size according to Boyle's law and will dissolve
entrapped air according to Henry's law (Bishop and Eldin, 1950). Per-
meability is related to the coefficient of consolidation according to
equation (6. l).

Backpressures were applied for 70 hours before starting consoli-
dation tests B-2 and B-5. During this time sample heights were reduced
and new initial heights were recorded before start of the incremental
loading. This initial reduction in void ratio may be reSponsible for dif-
ferences in compressibility shown by SIOpes of the curves at a given pres-
sure on Figure 5. 8. Total compression after start of the incremental
loading was reduced as given by vertical differences in data points at the
higher pressures. The swelling index was reduced for those samples which
included a back pressure. ,

The values for the coefficient of permeability from Table 5. 4
plotted against logarithm of pressure in Figure 6. 11 show an increase
when back pressures were used. It appears that a constant back pressure
technique (test B-S) may be more effective in increasing the rate of consoli-
dation. The increase in cv values correlate with the increase in permea-
bility shown in Figure 6. 12. Similar observations were noted by Lowe
III et a1. (1964) for an organic silt.

Secondary compression rates appear to decrease when back pres-
sures are used as shown by data in Figure 6. 13. No change in primary
compression ratio was observed.

Measurement of excess pore pressure dissipation at the undrained
sample surface was attempted using the pressurized consolidation cell.
Experimental results for sludges H-2 and H-3 are shown in Figure 6. 14.
When small pressure increments were applied, most of the measured
excess pore pressures generally dissipated more rapidly than those pre-
dicted from the Terzaghi (1943) model. When about 80 percent dissipation
was reached measured pore pressures dissipated more slowly as shown
in Figure 6. 14a. Large pressure increments gave fair agreement be-
tween experimental and theoretical pore pressure dissipation (Figure 6. 14b)
up to about 70 percent when observed pore pressures dissipated more slowly.
Hence calculation of the coefficient of'consolidation from compression-

time curves using curve fitting procedures based on the Terzaghi model

72
appears to be meaningful only for high pressure increments and the
initial 70 to 80 percent pore pressure dissipation. Field prediction of
time-rate of settlement in sludge landfills may be limited to procedures
described by MacFarlane (1969).
6. 4. Organic Content

The mechanical change of organic content used for sludge H-3
was intended to give some insight as to possible changes in the consoli-
dation behavior during decomposition. The experimental results discussed
below go beyond this in providing a qualitative picture useful for organic
soils and sludges produced at other organic contents.

The void ratio-log pressure curves in Figure 5. 10 show that the
compression index increases with organic content. The swelling index
obtained from the rebound curves also increases with higher organic con-
tents. Difficulty in preparing samples with exactly the same initial solid
content by volume introduced some scatter when plotting Cc versus
organic content. Compression indexes available for several solid con-
tents by weight (test: A-ll, A-12, and A-l6) with the same organic content give
a linear relationship as shown in Figure 6. 15a. Assuming that this linear
relationship holds for organic contents of 31 and 50 percent, compression
index values for the four organic contents are extrapolated to a solid
content by volume of 22. 8 percent. These interpolated values for CC
when plotted against organic content (Figure 6. 15b) suggest a linear re-
lationship. Arman (1969) reported that the compression index for organic
soils increased with increases in organic content. One of the basic
assumptions in Terzaghi's (1943) consolidation theory is that soil parti-
cles are incompressible. Compressibility of the organic fibers may be
responsible for this change in compression index with organic content.

The dial reading-logarithm of time curves in Figure 5. 9 illus-
trate that the lower organic contents give the more typical S shape.
Separation of primary and secondary consolidation using the intersection
of the tangent and the asymptote to the curve is more distinct for the lower
organic contents. This is in agreement with Arman (1969) who stated
that the shape of the compression curve is dependent on both the organic
content and the loading intensity. Changes in the compression curve also
alter the coefficient of consolidation. Values for cv obtained by means

of the square root of time method are shown in Figure 6. 16. A significant

73
increase in cV with increase in organic content is noted for the lower

pressures. Higher permeabilities for higher organic contents shown in
Figure 6. 17 appear to be responsible for the larger cv values. Increase
in permeability with increase in organic fiber content has also been ob-
served by Arman (1969) for organic soils and by Andersland and Laza (1971)
using a variable head permeameter for pulp and papermill sludges.
MacFarlane (1965) in his literature review reported that the permeability
of peat decreased rapidly with compression.

Increase in organic content appears to reduce the amount of pri-
mary consolidation as shown in Figure 6. 18. Organic soils in general
are noted for large secondary consolidation. MacFarlane (1969) reported
that secondary compression may account for as much as 50 percent
of the total settlement in peat.
6. 5. Lime or Flyash Admixtures

Lime or flyash may be added to pulp and papermill sludges to
improve their dewaterability (NCASI Tech. Bull. 136, 158, 190). Certain
reactions with the sludge components will influence subsequent consoli-
dation behavior. Lime-sludge reactions have been briefly reviewed in
Section 2. Z. Z. 2. Values for the coefficient of consolidation given in Table
5. 6 are plotted against the logarithm of pressure in Figure 6. 19. A
large increase in cV is shown for the lime-sludge combination at low pres-
sures with the magnitude becoming less as pressures increase. A smaller
improvement in eV is shown for the flyash-sludge combination. This in-
crease in eV for sludge containing admixtures of lime or flyash will help
accelerate the primary compression process in a sludge landfill. Less
time will be needed to reach the ultimate settlement.

A comparison of void ratio-logarithm of pressure curves for tests
A-4 and A-5 in Figure 5. 12 show that sludge combinations with lime gave a
small increase in compressibility resulting in a larger compression index.
Tests A-2 and A-3 show that the flyash was less effective in increasing the
compression index. These increases in Cc mean that ultimate settlements
in a landfill should be greater for those sludges containing lime or flyash
admixtures.

Permeability data for combinations of sludge with lime or flyash
are summarized in Table 5. 6. The plot of permeability versus logarithm

of pressure in Figure 6. 20 shows a significant increase in k for the

74

sludge-lime combination at lower pressures. The magnitude of change
decreases as pressures increase. The sludge-flyash combination shows
a smaller increase in k. This increase in k correlates with the increase
in cv shown in Figure 6. 1‘).

Primary compression ratios for tests A-4 and A-5, given in Tables
5. 6 and 5. 2, are plotted against logarithm of pressure in Figure 6. 21.
The addition of lime appears to reduce the amount of primary consolidation.
Increase in pressure appears to reduce r for no lime and increase r with
lime. The coefficient of secondary compression, plotted against logarithm
'of pressure in Figure 6. 22 shows a decrease when sludge is combined
with lime. Experimental error masks out any influence of pressure on
Ca'
6. 6. Temperature

Pulp and papermill sludges placed in landfills may be subject to
temperature change caused by energy released during sludge decomposi-
tion. Temperature change will alter the consolidation behavior of the sludge.
The Terzaghi (1943) theory for primary consolidation expresses the coeffi-
cient of consolidation eV in terms of the coefficient of permeability k,
the coefficient of compressibility av, the void ratio e, and the unit weight
of water Yw’ Assuming that k is constant and using the average e for

each load increment gives the equation

c : k(l+e) . (6.5)

V a
VYW

Corrections to k (Terzaghi and Peck, 1967) due to temperature related
changes in viscosity are given by equation (2. 3). Thermal expansion of the
soil or sludge components is a function of temperature. Campanella
and Mitchell (1968) have shown that pore pressure changes are dependent
on soil compressibility and the pore water volume change caused by a
temperature change. They explain permanent volume decrease in terms
of physico-chemical structural adjustments which are induced by tempera-
ture variations.

Typical dial reading-logarithm of time curves in Figure 5. 13 give
values for the coefficient of consolidation which increase with higher
temperatures. This is shown more clearly when cv values from Table

5. 7 are plotted against logarithm of pressure as shown in Figure 6. 23.

75

Finn (1951) indicated that cv may be corrected for change in viscosity of

the pore fluid by the relation

 

-- (6. 6)

where the numbers refer to the appropriate temperatures. This relation-
ship gives values of cV adjusted to 22 0C as shown by the dashed lines in
Figure 6. 23. The derivation of equation (6. 6) is based on equation (2. 3)
which assumes that the coefficient of viscosity of the water is independent
of porosity, hence this fact may account for part of the difference between
measured and adjusted values of cv in Figure 6. 23. Campanella and
Mitchell (1968) have observed that the equilibrium void ratio for clay

soils is dependent on temperature. The three loading curves in Figure

5. l4 and a given pressure illustrate this for the pulp and papermill sludge.
When equilibrium void ratios and the small difference in unit weights of
water are also accounted for, adjusted cv values appear to be in reasonable
agreement with measured cv values. Consolidation tests are required

to determine the equilibrium void ratio for a given temperature.

Void ratio-log pressure curves in Figure 5. 14 are essentially
parallel indicating that the compressibility of the sludge at a given stress
is unaffected by temperature. Similar observations have been made by
Campanella and Mitchell (1968) and Firm (1951) for clay soils. Figure 5. 14
shows that the higher the temperature, the lower the void ratio. Since the
void ratio of all samples were essentially the same prior to the initial
stress application, the successively lower void ratios must be due to the
higher temperatures. Campanella and Mitchell (1968) noted the same
behavior for saturated illite and explained that weaker soil structures at
the higher temperatures must densify in order to carry the effective
stresses. It appears that once equilibrium has been established between
the sludge structure, temperature, and stress, the different temperatures
have no additional effect on the amount of consolidation.

The coefficient of permeability computed on the basis of equation

(6. 1) using observed values of cv, a and e are summarized in Table

v,
5. 7 and plotted in Figure 6. 24. Larger k values at warmer temperatures
and lower pressures appear to be primarily due to the lower water vis-

cosity. Equilibrium void ratios will change with temperature. The

76
influence of temperature on the permeability becomes almost negligible
at a pressure equal to 10 kg/cmz.

Primary compression ratios for consolidation tests on sludge H-3
run at 6°C and 38 0C are summarized in Table 5. 7 and plotted in Figure
6. 25. The decrease in r with increase in temperature is fairly signifi-
cant with over 40 percent secondary consolidation at 38 0C. Values for
the coefficient of secondary compression, plotted in Figure 6. 26, show
an increase with increase in temperature. Leonards and Girault (1961)
stated that secondary compression cannot be attributed to viscous drag
(or other mechanisms) associated with the orientation of polar molecules
in the vicinity of clay particles, although the rate of secondary compression
is influenced by this factor. Campanella and Mitchell (1968) explained
the influence of increased temperature on secondary compression in terms
of the strength of the soil structure. An increase in temperature causes
a decrease in the shearing strength of individual interparticle contacts.
This decrease in interparticle bond strength may be considered to result
from the increase in thermal energy which acts in conjunction with the
shear force at interparticle contacts to increase the probability of bond
slippage or failure. As a consequence there is a partial collapse of the
soil structure, and a decrease in void ratio until a sufficient number of
additional bonds are formed to enable the soil to carry the stress at the
higher temperature. This explanation may also be applicable to pulp and
papermill sludges. It may be reasonable to conclude, within limits,
that a larger temperature increase will induce higher secondary com-

pre 8 sion rates.

77

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Load increment ratio, Ap/p

Figure 6. 2. Compression index versus load increment ratio for sludge H-2.

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Pressure, p kg/cm

Figure 6. 4. Primary compression ratio versus logarithm of pressure for
sludge H-Z at two load increment ratios.

79

 

 

6. 0F
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A . 43. 6% Organic content
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Pressure, p kg/cmz

Figure 6. 3. Coefficient of permeability versus logarithm of pressure for
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Figure 6. 6. Initial solids content versus compression index for sludges

 

 

 

 

 

 

 

 

 

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Pressure, p kg/cm

Figure 6. 7. Coefficient of consolidation versus logarithm of pressure
for Sludge H-Z with three initial solid contents.

82

 

 

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43. 6% Organic content a
2. 5 P
no
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Void ratio, e

Figure 6. 8. Coefficient of compressibility versus void ratio for Sludge H-Z.
with three initial solid contents.

83

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Figure 6. 9. Coefficient of permeability versus logarithm of pressure for
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F No back pressure
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Pressure, p kg/cm

Coefficient of consolidation versus logarithm of pressure

for Sludge H-3 with different back pressures.

 

 

 

 

 

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Pressure, p kg/cm2

Coefficient of secondary compression versus logarithm of
pressure for Sludge H-3 with different back pressures.

85

 

 

 

 

 

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Pressure, p kg/cm

Figure 6. 12. Coefficient of permeability versus logarithm of pressure
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Sludge H-3
1. 00 F st Organic content
U 49. 5 % by wt.

0

x“ O. 90 L

0

11

.S

G

.3

3’, 0. 80 ,

0

L.

o.

E

o

L) 0.70 . n *e; 1 ' *4

37 38 39 40 41 42

Solid content % by wt.

Figure 6. 15a. Extrapolation of compression index to the same solid content.

 

 

 

 

 

 

 

 

l. 20 _

0
0 Initial solid Organic Compression
~ 1- 00 * content % content index

23 by wt. by vol. % by wt. extrapolated
'3 35.2 22.8+ 67:6 1.15
‘3 c) 37.6 22.8 49.5 0.99

g 0 80 _ 38. 7 22. 8 40. 4 0. 91
'3 ' 39.9 22.8 31.3 0.86+

0

u

o.

E
U 0. 60 l I j 1 J J

40 50 6O 7O 80

Organic content, % by wt.

Figure 6. 15b. Organic content versus compression index for Sludge H-3.

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fil fl 4 u a fl - q q q _ q q q q 4 d‘ u d .
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Tm omega

inZ/min

c x10-2

V

Coefficient of consolidation,

Figure 6.19.

92

 

 

 

 

 

 

 

O 1. Sludge H-2
43. 6% Organic content
Test Initial Admixture
No solids 10 0/o
_ ‘70 by wt. dry Wf.'_.-__-..
A-Z 48. 5 none

0 - A-3 46. 5 flyash
A-4 41. 5 lime
A-S 41. 5 none

0 .-

0 ..

0 Test no.
011. A-S A-Z A-3 A-4

 

 

 

 

 

 

1. 0 2 4 10 20
Pressure, p kg/cm

Coefficient of consolidation versus logarithm of pressure
for Sludge H-Z combined with lime or flyash.

93

 

 

 

 

 

 

 

 

 

 

 

 

 

80 F 0
7O __
6O __
0 Sludge H-2
3 50 __ 43. 6% Organic content
U")
E Test Initial Admixturc
0 No. solids 10 %
00 9'0 by wt. dry wt.
'0 13-2 48. 5 none
._. 40 A-3 46. 5 flyash
V- " A-4 41. 5 lime
x A-S 41.5 none
E5
'3':
a) 30 L
E 0
<1)
:1.
‘5‘ Test no.
E A -5 A-Z A-3 A-4
.93 20 _
U
E
o
8
10 ,..
O
0.3 1 O 2.0 4. 0 10 12
Pressure, p 1<g/c:mZ
Figure 6. 20. Coefficient of permeability versus logarithm of pressure

for Sludge H-Z combined with lime or flyash.

94

 

 

A
Sludge H-Z
Organic content 4 ’1. 6‘31.
0.7 .-
1.. No lime Test no. A-S
.9: 0 6
i3 . _ A
LI
c: O
9
'0')
U)
o
L;
g 0.5 r 10 % lime O
o
0 Test no. A—4
i’: o o
a:
2: 1
6: 1 g L 1 l A I L J L 1
0.1 0.2 0.4 1.0 2 4 6 810 20

Pressure, p kg/cmZ

Figure 6. 21. Primary compression ratio versus logarithm of pressure for
Sludge H-Z combined with lime or flyash.

 

 

 

 

d

U A A

g 0. 03 Test no. A-5 ‘f A __

0H +-

3 A No lime

a) 10% lime

‘2‘ A 0

o o .

: W U 0

.. 0. 02..

d 0 Test no. A-4

E

0 A 9

Q)

(0

H—l

g 0. 01 ..

g Sludge H- 2

'3 Organic content 43.6%

E

o

o

O 0 L L 1 n 1 L 1 1 L L 1
0.1 0. 2 O. 4 1.:0 2 4 6 8 10 20

Pressure, p kg/cmz

Figure 6. 22. Coefficient of secondary compression versus logarithm of
pressure for Sludge H-Z combined with lime or flyash.

95

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Sludge 11-3
4]. 2% by wt. initial
solids content
‘4 Temperature
9) O. 8 __ 60C
{‘3 ._ Q Q. 0 '0' ____0______.
c: 0
o
'63
U)
3 0. 6 _
g‘ A A
8 38° c A.
>.
t:- A 9
.§ 0. 5
1.. .—
D4
<L l L l L l l l L“ l J J
0.1 0.4 1.0 2 42 6 8 10 20

Pressure, p kg/cm
Figure 6. 25. Primary compression ratio versus logarithm of pressure
for Sludge H-3 at different temperatures.

 

 

 

 

 

c

L)

g 0. 020 V-

3; A

q) Temperature

L;

Q m 38°C

g W 113

U 0. 015 .1.

2‘

«1 60C

8 ‘0 U 1°)

U

o

m 0 010

“5 ' " A O

E

g 0 Sludge 11-3

:3 41. 2% by wt. initial

‘8 solids content

0

o 0. 005 4+
2 J 1 L 1 L L 4 1 I L L
0.1 0.4 1.0 2 4 £38 10 20

Pressure, p kg/cm

Figure 6. 26. Coefficient of secondary compression versus logarithm
of pressure for Sludge H-3 at different temperatures.

CHAPTER VII

SUMMA RY AND CONCLUSIONS

The summary and conclusions include a brief review of the study
followed by conclusions pertinent to the observed sludge behavior in one-
dimensional compression. The conclusions are presented under three
headings: (l) Pressure-void ratio relationships, (2) time-rate of consoli-
dation, and (3) secondary compression. Items covered are intended to
reflect the findings of this investigation and are limited to the sludges
studied and the methods of sample preparation and test procedures em-
ployed.

Three sludges, one from an integrated pulp and papermill and the
other two from different secondary fiber mills were subjected to a series
of consolidation tests. Most of the research involved sludge H which was
studied in the natural state, after altering to different organic contents,
and when combined with lime or flyash admixtures. Consolidation tests,
either conventional or those utilizing a back pressure, were prepared
so as to show the influence of each variable in one-dimensional compression.
Rate of loading was considered using different load increment ratios with
a load duration of 24 hours. The initial solids content was varied for
anothe r series of test samples. Back pressures, which can dissolve
air trapped in the sludge, provided a means of considering the degree of
saturation. The organic content of sludge H-3 was altered by washing
through a number 16 sieve and recombining in selected proportions retained
material with material passing the sieve. Combinations of sludge H-Z
with lime or flyash gave test samples which provided data on the influence
of these admixtures on consolidation behavior. The final series involved
consolidation tests run at several closely controlled temperatures.

7. l. Pressure-Void Ratio Relationships

1. Load increment ratio appears to have no effect on the sludge
void ratio-logarithm of pressure relationship. The compression index
was essentially constant. This indicates that the ultimate field consoli-

dation settlement should be the same for the range of loading rates studied.

98

99

2. The compression index shows a linear decrease with increase
in the initial solids content of the sludge. Prediction of ultimate settle—
ment. in a proposed sludge landfill will require data from carefully run
consolidation tests.

3. The degree of saturation appears to influence primarily the
initial reduction in void ratio. Slightly reduced compression indexes
appear to be related to higher solid contents resulting from the initial
application of the back pressure.

4. Sludge compressibility increases with increase in organic
content giving larger compression indexes. Compressibility of the organit
particles may be responsible for this change in compression index.
MacFarlane (1969) indicates that compressibility of the solids accounts
for differences in consolidation behavior between organic and mineral
soils.

5. Sludge combinations with lime gave a small increase in compres-
sibility resulting in a larger compression index. Flyash was less effec-
tive in increasing the sludge compressibility. The ultimate settlement in
a landfill should be greater for those sludges containing lime or flyash
admixtures.

6. Void ratio-logarithm pressure curves for different temperatures
are essentially parallel indicating no change in compressibility at a given
pressure. Increase in temperature will induce additional settlement until
an equilibrium void ratio is reached. Similar observations for clay soils
(Campanella and Mitchell, 1968) indicate that this decrease in equilibrium
void ratio is not reversed when the temperature again decreases.

7. Z. Time-Rate of Consolidation

1. Changes in shape of compression-logarithm time curves were
observed as the load increment ratio was reduced. The slower rates of
consolidation correspond to reduced values for the coefficient of consoli-
dation. The conventional curve fitting procedures become more difficult
to apply as load increment ratios were reduced.

2. Higher initial solid contents appear to reduce the coefficient
of consolidation for the conventional consolidation test. More time will be
required to reach the ultimate settlement for these higher initial solids

content sludges.

100

3. Application of back pressures, forcing gas bubbles into solu-
tion, increases the permeability and in turn the time-rate of consoli-
dation. Observed values for the coefficient of consolidation are increased.
Field consolidation rates will depend on the degree of saturation and hence
total pressures in the pore fluid.

4. For small load increments measured excess pore pressures
dissipate more rapidly than predicted by the Terzaghi theory. With larger
loads reasonable agreement with theory was observed up to about 70 per—
cent dissipation. Above 70 percent measured pore pressures dissipate
more slowly. Prediction of time-rate of settlements in sludge landfills
must, therefore, recognize these limitations in application of the Terzagh
theory to pulp and pape rmill sludges.

5. The shapes of the compression-log time curves appear to be
dependent on organic content of the sludge. A significant increase in
the coefficient of consolidation was observed for increased organic con-
tents. The related increase in permeability agrees with data reported
by Andersland and Laza (1971) using variable head permeameters. There-
fore, high rates of primary consolidation can be expected for high organic
content sludges.

6. Combinations of lime and sludge showed an increased time-rate
of consolidation at lower pressures with the magnitude of increase be-
coming less as pressures increased. A smaller increase in the coeffi-
cient of consolidation was shown for the sludge-flyash combination. In-
creased permeabilities appear to be partly responsible for these changes.
This increase in cV will help accelerate the primary consolidation process
in a pulp and papermill sludge landfill.

7. Higher temperatures increase the coefficient of consolidation.
Changes in viscosity with increase in temperature give higher permea-
bilities which increase the time-rate of consolidation. Other temperature
related factors include thermal expansion of the sludge components and
change in equilibrium void ratio. Sludge landfills should consolidate
more rapidly, within limits, when the temperature is increased by energy
released during slow decomposition.

7. 3. Secondary Compression
1. Smaller load increment ratios reduce the amount of primary

consolidation. For Ap/p equal to 0. 25, close to 50 percent of the total

101

compression is secondary compression in the laboratory consolidation

test. The rate of this secondary compression per unit of pressure

(Ca/A p) increases rapidly with decrease in load increment ratio. Methods
for prediction of settlement in sludge landfills must con ‘ider this secon-
dary compression.

2. Higher initial solid contents and therefore a greater prOpor-
tion of the total water held by adsorption on particle and fiber surfaces
contribute to more secondary compression.

3. Higher organic contents reduce the amount of primary compres—
sion. Landfills containing high organic content sludges would experience
large long-term or secondary settlements.

4. The addition of lime to sludge H reduced the amount of primary
compression and appears to reduce the coefficient of secondary compres-
sion. This would indicate that more long-term settlements can be ex-
pected when lime is added to pulp and papermill sludges.

5. The amount of primary compression decreased and the coeffi-
cient of secondary compression increased when temperatures were increased.
More long-term settlement in sludge landfills will result but it should

occur more rapidly.

BIBLIOGRAPHY

10.

ll.

12.

l3.

l4.

BIBLIOGRAPHY

Adams, J. I. , "The engineering behavior of a Canadian muskeg, "
Proc. 6th Int. Conf. Soil Mech. Found. Engr. 1, 3-7 (1965).

Andersland, O. B. , and Douglas, A. G. , "Soil deformation rates
and activation energies, " Geotechnique 20, 1-16 (1970).

 

Andersland, O. B. , and Laza, Robert W. , "Shear strength and
permeability of high ash pulp and papermill sludges, " Tech.
Report No. lfor NCASI, Div. Engr. Res., Mich. State Univ.
(1971).

American Society For Testing and Materials, Book of ASTM
Standards, Parts 11 and 15.

 

 

Arman, Ara, "A definition of organic soils, " Engr. Res. Bull.
No. 101, Louisiana State Univ. (October 1969).

BishOp, A. W. , and Eldin, G. , ”Undrained triaxial tests on satu—
rated sands and their general significance in the general theory
of strength, " Geotechnique, 2, 13—32. (1950).

 

Black, C. A. , ed. , Methods of Soil Analysis, No. 9 in the series
Agronomy, Am. Soc. Agronomy, Inc., Parts land 2 (1965).

 

Campanella, Richard G. , and Mitchell, James,K. , ”Influence
of temperature variations on soil behavior, " J. Soil Mech. and
Found. Div., ASCE, 94:SM 3: 709-734 (1968).

Crawford, Carl B. , "Interpretation of the consolidation test, ”
J. Soil Mech. and Found. Div., ASCE, 90:SM 5: 87-102 (1964)..

DeWiest, R. J. M. , Flow Through Porous Media, Academic Press,
New York (1969).

 

Finn, F. N. , "The effect of temperature on the consolidation
characteristics of remolded clay, ." ASTM STP No. 126, 65-71
(1951).

Gehm, H. W. , "Current deveIOpments in the dewatering of paper-
mill sludges, " Nat. Coun. Stream Improvement, Tech. Bull.
No. 113 (March 1959).

Gillespie: W. J., Gellman, I. , and Janes, R. L. , "Utilization
of high ash papermill waste solids, " Proc. 2nd Mineral Waste
Utilization Symp. IITRI, Chicago, 111. (March 1970).

GillesPie, W. J. , Mazzola, C. A. , and Gellman, I. , "Landfill
disposal of papermill waste solids, " Presented at 6th TAPPI
Air and Water Conf. , -Minneapolis, Minn. (June 1970).

102

15.

16.

l7.

l8.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

103

Gupta, R. P. , and Swartzendruber, D. , ”Flow-associated reduction
in the hydraulic conductivity of quartz sand, " Proc. Soil Sci.
Soc. Am., 6-10 (1962).

Hamilton, J. J. , and Crawford, C. B. , "Improved determination of
preconsolidation pressure of a sensitive clay, " ASTM STP No.
254, 254-270 (1959).

Imshenetsky, A. A. , The Ecology of Soil Bacteria, Univ. of Toronf-o
Press, Canada (1968).

 

Lambe, T. William, Soil Testing for Engineers, John Wiley and
Sons, Inc. , New York (1951).

 

Lambe, T. W. , and Whitman, R. V. , Soil Mechanicg, John Wiley
and Sons, Inc. , New York (1969).

 

Lee, I. K. , Soil Mechanics, Selected Topics, American Elsevier
Publ. Co. , Inc. , New York (1968).

 

 

Leonards, G. A. , ed. , Foundation Engineering, McGraw-Hill
Book Co. , Inc. , New York (1962).

Leonards, G. A. , and Altschaeffl, A. G. , ”Compressibility of clay, "
J. Soil Mech. and Found. Div., ASCE, 90:SM 5: 133-155
(September 1964).

Leonards, G. A. , and Girault, P. , "A study of the one-dimensional
consolidation test, " Proc. 5th Int. Conf. Soil Mech. and Found.
Engr., I, 213-218 (1961).

Leonards, G. A. , and Ramiah, B. K. , ”Time effects in the consoli-
dation of clay, " STP No. 254, ASTM, 116-130 (1959).

Lowe, John III, Zacchio, Philip F. , and Feldman, Harvey S. ,
Consolidation testing with back pressure, " J. Soil Mech. and
Found. Div. , ASCE, 90:SM 5: 69-36 (1964)-.

MacFarlane, Ivan C., ed. , Muskeg Engineering Handbook, Univ.
of Toronto Press (1969).

Mazzola, C. A. , "Soil index properties of high ash primary pulp
and paper sludges, " National Coun. Paper Industry for Air and
Stream Improvement, Inc. (October 1969).

Mitchell, J. K. , Campanella, R. G. , and Singh, A. , "Soil creep
as a rate process, " J. Soil Mech. and Found. Div. , ASCE,
94:SM.1: 231-253 (1968).

Mitchell, J. K. , and Younger, J. S. , "Abnormalities in hydraulic
flow through fine-grained soils, " STP No. 417, ASTM, 106-
139 (1966).

30.

'51.

32.

33.

34.

35.

36.

37.

38.

39.

40.

104

National Council for Stream Improvement, Inc. , "Recent develop-
ments in the disposal of pulp and paper industry sludges, "
Tech. Bull. NO. 1.50 (1960).

National Council of the Paper Industry for Air and Stream Improve-
ment, Inc. , "Evaluation of flyash as a filter aid for precoat
vacuum filtration of papermill sludges, ” Tech. Bull. No. 158
(1962).

National Council for Stream Improvement, Inc. , "Manual of prac-
tice for sludge handling in the pulp and paper industry, " Tech.
Bull. No. 190_ (1966).

Ranganatham, B. V. , "Soil structure and consolidation character-
istics of black cotton clay, " Geotechnique, 11, 333-338 (1961).

 

Scott, Ronald, F., Principles of Soil Mechanics, Addison-Wesley
Publishing Co., Inc., Reading, Mass. (1963).

 

Terzaghi, K. , Theoretical Soil Mechanics, John Wiley and Sons,
Inc. , New York (1943).

 

Terzaghi, K. , and Peck, R. B. , Soil Mechanics in Engineeripg
Practice, 2nd ed. , John Wiley and Sons, Inc. , New York (1967).

Thompson, Marshall R. , "Lime reactivity of Illinois soils. "
J. Soil Mech. and Found. Div., ASCE, 9Z:SM 5: 67-92 (Sep-
tember 1966).

Van Zelst, T. W. , ”An investigation of the factors affecting labora-
tory consolidation of clay, " Proc. 2nd Int. Conf. Soil Mech.
and Found. Engr. , VII, 52-61 (1948).

Wahls, H. E. , "Analysis of primary and secondary consolidation, "
J. Soil Mech. and Found. Div., ASCE, 88:SM 6, Part 1,
207-231 (1962).

Waksman, Selman A. , ”Cellulose and sludge decomposition in
soil, " National Coun. for Air and Stream Improvement, Inc.
Tech. Bull. No. 120 (1960).

APPENDIX A

CONVENTIONAL CONSOLIDATION DA TA

105

Table A-1. Conventional Consolidation Data

Sludge H-Z. initial solid content 36.0%. wt. dry specimen 36. 4 gma.
June 16. 1970

 

 

 

 

 

 

 

 

 

 

Wme dial reading* time diafieading time dial reading
min in. x10" min in. x10‘ min in. x10'
load 114 lgécmT load 1 ngcm2 load 4 kg/crnZ
0. 00 0 0. 00 0 0. 00 0
0.25 144 0.25 63 0.25 101
0.50 160 0.50 85 0.50 143
1.00 265 1.00 122 1.00 180
2.25 345 2.25 176 2.25 242
4.00 435 4.00 230 4.00 317
6.25 545 6.25 276 6.25 372
9.00 689 9.00 315 9.00 416
12.25 785 12.25 348 12.25 450
16.00 886 16.00 375 16.00 475
20.25 986 20.25 396 20.25 493
25.00 1048 25.00 414 25.00 506
36.00 1153 36.00 435 36.00 523
49.00 1215 49.00 455 49.00 535
60.00 1245 120.00 505 60.00 543
120.00 1313 240.00 542 120.00 565
240.00 1360 480.00 581 225.00 585
480.00 1399 1440.00 629 480.00 609
1440.00 1458 2880.00 654 1470.00 643
load 1/2 kglcmZ load 2 kg/crnT load 8 kg/cm2
0. 00 0 0. 00 O O. 00 0
0.25 52 0.25 79 0.25 110
0.50 72 0.50 99 0.50 136
1.00 101 1.00 123 1.00 192
2.25 158 2.25 159 2.25 260
4.00 208 4.00 199 4.00 312
6.25 257 6.25 245 6.25 360
9.00 297 9.00 289 9.00 406
12.25 335 12.25 320 12.25 440
16.00 367 16.00 342 16.00 470
20.25 392 20.25 359 20.25 489
25.00 414 25.00 373 25.00 499
36.00 446 36.00 394 36.00 506
49.00 472 49.00 409 '
60.00 488 60.00 419
120.00 547 120.00 446
240.00 586 240.00 459
480.00 631 480.00 471
1440.00 669 1470.00 494

 

 

load 4 ngcm2

240. 00 - 154

 

load 0. 1 kggcmz

240. 00 - 154!

 

*dial reading -- (+) loading. (-) unloading

106

Table A-2. Conventional Consolidation Data

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Sludge H-Z, initial solid content 48. 5%, wt. dry specimen 52. 6 gms,
July 1. 1970
time dial readi‘pg time dial reading time dial readfilg
min in. x10" min in. x10' min in. x10'
load 1/4 kg/cmZ load 1 kg/cmz load 4 kg/cmz
0.00 0 0.00 0 0.00 0
0.25 80 0.25 58 0.25 78
0.50 91 0.50 70 0.50 97
1.00 103 1.00 86 1.00 120
2.25 118 2.25 111 2.25 159
4.00 131 4.00 137 4.00 198
6.25 143 6.25 162 6.25 236
9.00 153 9.00 184 9.00 272
12.25 162 12.25 206 12 25 307
16.00 . 170 16 00 227 16.00 333
20.25 177 20.25 246 20.25 358
25.00 183 25.00 264 25.00 382
36.00 193 36.00 294 36 00 422
49.00 202 49.00 317 49.00 456
60.00 210 120.00 376 60.00‘ 476
120.00 222 225.00 408 120.00 531
240 00 235 460.00 442 240.00 576
480 00 246 1440.00 477 480.00 622
1260 00 256 4320.00 - 510 1440.00 684
load 1/ 2 kg/cmT load 2 “gm? load 8 kg/cmz
0.00 0 0.00 0 0.00 0.
0.25 46 0.25 67 0.25 47
0.50 54 0.50 81 0.50 53
1.00 64 1.00 99 1.00 73
2.25 81 2.25 128 2.25 109
4.00 98 '4.00 156 4.00 143
6.25 116 6.25 182 6.25 178
9.00 134 9.00 208 9.00 208
12.25 150 12.25 231 12.25 236
16 00 165 16 00 253 16 00 263
20.25 179 20.25' 274 20.25 290
25.00 193 25.00 293 25.00 317
36 00 216 36.00 327 36.00 360
49 00 234 64.00 375 49.00 ' 388
60.00 244 120 00 419 60.00 g 405
120.00 278 225 00 459 120.00 449
240.00 311 480 00 506 225.00 483
460.00 344 1440 00 557 462.00 518
1440.00 388 1440.00 594
load 16 kgécmz load 16 1(5ng load 29. 6 kglcmz
0.00 0 20.25 297 240.00 + 625
0.25 42 25.00 319
0.50 55 36.00 351 2
1. 00 74 49. 00 383 1°“ 8 ‘SE/cm
2.25 110 60.00 399 240.00 - 216
4.g0 138 120.00 434
6. 5 1 2 240.00 4 3 z
9. 00 213 462. 00 515 1°“ 0' Q‘s/cm
12.25 244 1440.00 558 240.00 - 1047
16.00 272

:1.-

_'--_'

rp—h “9.4....
u

107

Table A-3. Conventional Consolidation Data

Sludge 11-2.t10"clflyash. initial solid content 46. 3%. wt. dry specimen 48.7 gms.
August 3, 1970

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

time dial reading time dial reading time dial reading
min in. 1110‘ min in. 1:107 min in. x10'4
load 1/4 kg/chZ load 1 kg/crnZ load 4 kL/cmz—
0.00 0 0.00 0 0.00 0
0.25 39 0.25 53 0.25 75
0.50 48 0.50 69 0.50 95
1.00 61 1.00 90 1.00 122
2.25 82 2.25 130 2.25 179
4.00 102 4.00 170 4.00 227
6.25 121 6.25 208 6.25 274
9.00 139 9.00 242 9.00 312
12.25 154 12.25 273 12.25 347
16.00 166 16.00 300 16.00 376
20.25 177 20.25 323 20.25 404
27.00 189 25.00 343 25.00 428
36.00 199 36.00 376 36.00 461
55.00 213 55.00 407 49.00 487
64.00 217 64.00 417 121.00 550
110.00 231 121.00 453 273.00 599
240.00 246 225.00 485 462.00 637
462.00 255 462.00 519 1500.00 683
1440.00 281 1440.00 562 4320.00 728
load 1/2 kg/cmz load 2 kg/cmz load 8 kg/cmz
0.00 0 0.00 0 0.00 0
0.25 35 0.25 62 0.25 76
0.50 44 0.50 80 0.50 99
1.00 59 1.00 107 1.00 125
2.25 84 2.25 154 2.25 172
4.00 110 4.00 199 4.00 214
6.25 135 6.25 242 6.25 246
9.00 159 9.00 280 9.00 275
12.25 180 12.25 314 12.25 301
16.00 197 16.00 345 16.00 320
20.25 212 20.25 372 20.25 336
25.00 226 25.00 397 25.00 349
36.00 246 36.00 428 36.00 372
53.00 267 49.00 453 . 49.00 389'
64.00 278 64.00 474 64.00 403
105.00 300 120.00 516 120.00 435
225.00 330 240.00 557 240.00 466
441.00 ~ 354 462.00 592 480.00 491
1440.00 397 1440.00 638 1440.00 527
load 16 kg/cmz load 16 kg/cmZ load 4 kglcmz
0.00 0 20.25 460 240.00 - 168
0.25 75 25.00 479
0.50 102 36.00 508 if
1. 00 145 49. 00 530 1°“ 0'1 ké/Cm
2.25 212 60.00 546 240.00 - 672
4.00 273 150.00 590
6.25 326 240.00 610
9.00 381 484.00 636
12.25 411 1440.00 679

16.00 437

 

 

‘- 9"

.r “if—“‘7 .7—‘7

108

Table A-4. Conventional Consolidation Data

Sludge H-Z + 10% lime. initial solid content 41. 5%. wt. dry speciment 42. 4 gms.
August 12, 1970

 

 

 

 

 

 

 

 

 

Fine diaTreadizg time dial reading time dial reading
min in. 1410’ min in. x10'4 min - 1‘1. x10‘4
load 1/4 kg/cmZ load 1 log/cm? load 4 kg/cml
0.00 0 0.00 0 0.00 0
0.25 77 0.25 70 0.25 90
0.50 100 0.50 100 0.50 124
1.00 127 1.00 166 1.00 167
2.25 159 2.25 196 2.25 233
4.00 172 4.00 240 4.00 283
6.25 189 6.25 274 6.25 313
9.00 ' 197 9.00 299 9.00 336
12.25 205 12.25 321 12.25 354
16.00 211 16.00 339 16.00 370
20.25 218 20.25 354 20.25 384
25.00 224 25.00 367 25.00 395
36.00 233 36.00 389 36.00 414
49. 00 241 49. 00 407 49. 00 429
64.00 251 64.00 422 120.00 471
120.00 266 120.00 458 210.00 493
240.00 283 240.00 498 441.00 530
462.00 299 484.00 534 1440.00 574
1400.00 322 1440.00 581
2 2 2
load 1/2 kg/cm load 2 kg/cm load 8 kg/cm
0.00 0 0.00 0 0.00 0
0.25 56 0.25 84 0.25 111
0.50 76 0.50 122 0.50 161
1.00 103 1.00 167 1.00 216
2.25 142 2.25 239 2.25 287
4.00 171 4.00 293 4.00 336
6.25 193 6.25 333 6.25 374
9.00 210 9.00 363 9.00 403
12.25 224 12.25 387 12.25 429
16.00 235 16.00 407 16.00 451
20.25 246 20.25 425 20.25 469
25.00 255 25.00 440 25.00 486
36.00 271 36.00 466 36.00 511
49.00 286 49.00 487 49.00 529,
64.00 299 120.00 543 60.00 539
121.00 328 240.00 586 120.00 574
240.00 356 480.00 631 210.00 599
480.00 386 1470.00 684 455.00 633
1440.00 426 4320.00 726 1440.00 684
load 16 kg/cmz load 16 kg/cmZ load 4 kg/cmZ
00 0 20.25 518 240.00 - 163
25 112 25.00 531
50 176 36.00 550
00 242 49.00 562 2—
25 336 65. 00 577 1°“ 0'1 kéfim
393 120.00 600 240.00 - 776

25 434 200.00 618

00 462 462.00 646
.25 486 , 1440.00 680
.00 504

O
O

 

“-a- .a ....-a.. .._-... -—--
l
s
I

1‘»..- _

or.

Table A-5, Conventional Consolidation Data

Sludge H-2, initial solid content 41. 5%. wt. dry specimen 43. 4 gms,
November 22, 1970

 

 

 

 

 

 

raw—-‘u— "~A-..
K— ‘

 

 

 

 

 

 

 

 

 

 

time dial reading time dial reading time 1151 reading
nun in.x10"4 rnin in.x10'4 nfin in.x10'
load 1/4 kg/cn;2 load 1 kg/cm2 load 4R4gl/cmr
0.00 0 0.00 0 0.00 0
0.25 38 0.25 39 0.25 82
0.50 50 0.50 52 0.50 100
1.00 64 1.00 70 1.00 123
2.25 90 2.25 102 2.25 163
4.00 119 4.00 135 4.00 203
6. 25 149 6. 25 167 6. 25 242
9.00 176 9.00 198 9.00 280
12.25 203 12.25 228 12.25 310
16.00 228 16.00 258 16.00 336
20.25 252 20.25 283 20.25 363
25.00 273 25.00 308 25.00 385
36.00 313 36.00 348 36.00 410
49.00 338 49.00 375 49.00 431
60.00 351 64.00 398 64.00 450
120.00 394 120.00 443 120.00 482
240.00 430 256.00 486 240.00 520
480.00 450 480.00 520 480.00 - 553
1440.00 490 1440.00 580 1440.00 606
load 1/2 kg/c? load 2 kgL/cm2 load 8 kg/cmZ
0.00 0 0.00 0 0.00 0
0.25 33 0.25 66 0.25 ' 79
0.50 45 0.50 84 0.50 103
1.00 62 1.00 105 1.00 133
2.25 93 2.25 144 2.25 178
4.00 125 4.00 181 4.00 224
6.25 157 6.25 219 6.25 267
9.00 190 9.00 252 9.00 308
12.25 222 12425 286 12.25 340
16.00 254 16s00 320 16.00 369
20.25 284 20.25 349 20.25 395
25.00 313 25300 380 25.00 417
36.00 358 36.00 420 36.00 455
49.00 400 49.00 458 49.00 488'
64.00 440 64.00 481 60.00 508
144. 00 513 120. 00 545 120. 00 553 '
256.00 541 240.00 599 240.00 595
484.00 570 480.00 634 480.00 628
1400.00 630 1440.00 709 1440.00 677
2 72 2
load 16 kg/cm load 16 kg/cm 1oad 4 kg/cm
0.00 0 20.25 368 240.00 - 163
0.25 68 25.00 384
0.50 .87 36.00 407
1.00 117 49.00 485 Z
2. 25 165 64. 00 562 1°“ 0‘ l kfi/cm
4.00 211 124.00 645 240.00 - 755
6. 25 251 480. 00 720
9.00 280 1440.00 765
2.25 312
6

5....—

. 00 348

 

 

Table A- 6.

110

Conventional Consolidation Data

Sludge H-Z, initial solid content 35. 3%, wt. dry specimen 34. 75 gms.

 

 

 

 

 

 

 

Decernberlq 1970
time dial reading time dial reading time dial reading
thin in.x10" inin in.x10'4 inin in.x10'
1oad 1/4 kg/om7 load 0. 391 kgom2 load 0. 610 kg/cmz
0.00 0 0.00 O 0.00 0
0.25 114 0.25 2 0.25 15
0.50 150 0.50 3 0.50 18
1.00 198 1.00 5 1.00 22
2.25 285 2.25 10 2.25 29
4.00 372 4.00 15 4.00 36
6.25 460 6.25 21 6.25 42
9.00 555 9.00 27 9.00 49
12.25 653 12.25 32 12 25 56
16 00 752 16.00 36 16 00 62
20 25 852 20.25 40 20 25 67
25 00 950 25.00 44 25 00 72
36.00 1118 36.00 54 36 00 82
49.00 1235 49 00 62 49.00 91
60.00 1325 60.00 70 60.00 98
120.00 1500 120 00 94 120.00 122
225.00 1580 240 00 121 240.00 147
480.00 1648 480 00 154 480.00 166
1440.00 1705 1440 00 200 1440.00 199
load 0. 313 kg/cmz 1oad 0.488 kg/cmz load 0. 764 kg/cmz
0.00 0 0.00 0 0 00 0
0.25 2 0.25 2 0 25 12
0.50 6 0.50 5 0.50 15
1.00 9 1.00 8 1.00 17
2.25 16 2.25 14 2.25 22
4.00 23 4.00 20 4.00 27
6.25 29 6.25 26 6.25 33
9.00 35 9.00 32 9.00 39
12.25 39 12.25 38 12 25 45
16.00 46 16.00 44 16.00 50
20.25 52 20 25 50 20.25 55
25.00 58 25.00 54 25 00 60
36.00 69 36.00 63 36.00 68
49.00 81 49.00 71 49.00 76
60.00 86 120 00 98 60.00 86
120.00 106 240 00 122 120.00 103
240.00 133 480 00 147 240.00 130
480.00 152 1440.00 194 480.00 159
1440.00 185 1440.00 218
load 0.954gkg/cmZ load 0.954 kg/crn
0.00 0 20.25 60
0.25 7 25.00 64
0.50 10 36.00 70
1.00 14 49.00 76
2.25 21 60.00 81
4.00 28 120.00 96
6.25 35 240.00 108
9.00 42 480.00 123
12.25 49 1440.00 170
16.00 56

 

, _ _.._ __ .—‘__..

 

111

 

 

 

“ IA “ - gran-1M... A 2'.
1
l

 

 

 

 

Table A-6. Conventional Consolidation Data (continued)
fimne dial reading tinne diii reading ’iinne diaI’reading
rnin in.x10' rnin in.x10' rnin in.x10'
load 1. 192_l:g/cm2 load 1.86 kg/cmz load 2. 9. kg/cm2

0. 00 0 0. 00 0 0. 00 0
0.25 3 0.25 14 0.25 15
0.50 6 0.50 19 0.50 19
1.00 10 1.00 25 1.00 24
2.25 17 2.25 38 2.25 32
4.00 24 4.00 51 4.00 40
6.25 31 6.25 64 6.25 48
9.00 38 9.00 77 9.00 56
12.25 45 12.25 87 12.25 65
16.00 52 16.00 94 16.00 72
20.25 58 20.25 102 20.25 80
25.00 63 25.00 110 25.00 87
36.00 72 36.00 125 36.00 98
49.00 81 49.00 133 49.00 107
60.00 87 60.00 140 60.00 115
120.00 107 120.00 162 120.00 139
240 00 127 240.00 184 240.00 167
480.00 140 480.00 199 480.00 191
1440.00 182 1440.00 235 1440.00 230
load 1. 490 kg/cmz load 2. 33 kg/cmz load 3. 64 kg/cmz
0.00 0 0.00 0 0.00 0
0.25 9 0.25 23 0.25 22
0.50 12 0.50 28 0.50 27
1.00 16 1.00 34 1.00 31
2.25 23 2.25 44 2.25 40
4.00 30 4.00 54 4.00 50
6.25 37 6.25 64 6.25 59
9.00 42 9.00 74 9.00 68
12.25 48 12.25 82 12.25 77
16.00 53 16.00 90 16.00 86
20.25 57 20.25 96 20.25 94
25.00 61 25.00 101 25.00 102
36.00 68 36.00 110 36.00 117
49.00 75 49.00 120 49.00 131
60.00 80 60.00 127 60.00 138
120.00 97 120.00 148 120.00 163‘
240.00 115 240.00 170 240.00 191
480.00 131 480.00 185 480.00 212‘
1440.00 157 1440.00 219 1440.00 241
load 4. 55 kg/cmz load 4. 55 kg/cmz
0.00 0 20.25 173
0.25 23 25.00 190
0.50 ' 31 36.00 220
1.00 41 49.00 245
2.25 60 60.00 260
4.00 80 120.00 297
6.25 99 240.00 335
9.00 119 480.00 362
12.25 137 1440.00 405

16.00 155

 

112

 

 

 

 

 

 

m "‘_ "-f—_._-—:“— ”7“ '7 A."
. . . ' .ir'

 

 

 

 

 

 

 

Table A-6. Conventional Consolidation Data (continued)
time diarreading time diai reading time dial reading
rnin in.x10' rnin in.x10'4 thin in.x10'

load 5.68 kg/cmZ load 8.88 kg/cmz load 13.88 kg/cmZ
0.00 0 0.00 0 0 00 0
0.25 8 0.25 9 0 25 8
0.50 10 0.50 13 0 50 10
1.00 14 1.00 16 1.00 13
2.25 19 2.25 23 2.25 19
4.00 24 4.00 29 4 00 24
6 25 29 6 25 34 6 25 28
9 00 34 9 00 40 9 00 32
12 25 38 12 25 45 12 25 36
16 00 43 16 00 50 16 00 40
20 25 48 20 25 54 20 25 45
25 00 53 25 00 58 25 00 48
36 00 59 36 00 66 36 00 54
49.00 65 49.00 74 49.00 59
60.00 70 60.00 82 60.00 64
120.00 87 120.00 101 120.00 81
240.00 104 240.00 122 240.00 97
480.00 127 480.00 139 480.00 118
1440.00 173 1440.00 169 1440.00 144
load 7.10 kg/cmz load 11.10 log/(:2 load 4 kg/cmZ
0.00 0 0.00 0 240.00 - 115
0.25 10 0.25 10
0.50 12 0.50 14 Z
1.00 16 1.00 16 load 01ka
2.25 22 2.25 22
4. 00 28 4. 00 28 “0'00 ' 547
6.25 34 6.25 33
9.00 38 9.00 38
12.25 42 12.25 42
16.00 46 16.00 46
20.25 50 20.25 49
25.00 55 25.00 52
36.00 63 36.00 58
49.00 70 49.00 64
60.00 76 60.00 68
120.00 96 120.00 80
240.00 116 240.00 94
480.00 135 480.00 107

1440. 00 181 1440. 00 139

 

 

1.13

Table A- 7. Conventional Consolidation Data

Sludge H-Z. initial solid content 35. 4%. wt. dry specimen 34. 55 gms.
December 30, 1970

 

 

 

 

 

 

 

 

 

 

Fime diaT reading Time dial reading time dial reading
min in. xlO‘ min in. x10'4 min in. x10‘4
1oa21 1/4 kg/cmz load 0.765 kg/cm2 load 2.343 kg/cmz
0.00 0 0.00 o 0.00 0
0.25 83 0.25 38 0.25 42
0.50 108 0.50 46 0.50 55
1.00 143 1.00 62 1.00 72
2.25 205 2.25 86 2.25 102
4.00 272 4.00 112 4.00 132
6.25 336 6.25 138 6.25 162
9.00 414 9.00 164 9.00 192
12.25 492 12.25 191 12.25 222
16.00 580 16.00 218 16.00 252
20.25 666 20.25 244 20.25 280
25.00 760 25.00 268 25.00 306
36.00 940 36.00 310 36.00 356
49.00 1104 49.00 350 49.00 390
60.00 1220 60.00 370 60.00 406
120.00 1544 120.00 400 ‘ 120.00 463
240.00 1680 240.00 435 240.00 ' 495
480.00 1750 480.00 462 480.00 514
1440.00‘ 1824 1440.00 520 1400.00 555
load 0. 438 kg/cmZ load 1. 340 kg/cmZ load 4.101 kg/cmT
0.00 o 0.00 o 0.00 0
0.25 15 0.25 30 0.25 38
0.50 24 0.50 43 0.50 50
1.00 34 1.00 56 1.00 70
2.25 61 2.25 82 2.25 104
4.00 80 4.00 108' 4.00 139
6.25 104 6.25 124 6.25 172
9.00 128 9.00 136 9.00 206
12.25 150 12.25 150 12.25 240
16.00 174 16.00 164 16.00 270
20.25 196 20.25 178 20.25 293
25.00 214 25.00 194 25.00 310
36 00 258 36.00 222 36.00 342
49.00 292 49.00 234 49.00 373
60.00 310 60.00 244 60.00 388
120.00 382 120.00 270 120.00 420
240.00 435 240 00 305 240.00 450
480.00 475 480.00 334 480.00 475
1440.00 530 1440.00 370 1440.00 508
7’ if z ‘2
load 7. 18 kg/cm load 12.6 kg/cm load 4 kycm
0.00 o 0.00 0 240.00 - 63
0.25 43 0 25 20
0.50 60 0 so 25
1.00 84 1.00 33 ‘2
2.25 127 2.25 47 1°ad 0'1 k3/°"‘
4.00 170 4.00 61 240,00 - 470
6.25 215 6 25 74
9.00 261 9 00 86
12.25 306 12.25 98
16.00 346 16.00 108
20.25 377 20.25 118
25.00 407 25.00 126
36.00 464 36.00 140
49.00 492 49.00 145
60.00 518 60.00 148
120.00 560 120.00 153
240.00 580 240.00 158
480 00 589 480.00 162

1440. 00 610 1440. 00 175

 

114

Table A-8. Conventional. Consolidation Data

Sludge H-2. initial solid content 35. 7%. wt. dry specimen 35. 2 gms.
January 10. 1971

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

time dial reading time dial reading Hme diaI reading
min in.x10' min in.x10' min in.x10'
load 1/4 kg/cmz load 1 kg/kcmz load 4 kg/cmz
0.00 0 0.00 0 0.00 0
0.25 70 0.25 45 0.25 47
0.50 90 0.50 57 0.50 58
1.00 125 1.00 75 1.00 76
2.25 185 2.25 105 2.25 108
4.00 247 4.00 138 4.00 138
6.25 312 6.25 170 6.25 170
9.00 380 9.00 200 9.00 200
12.25 452 12.25 232 12.25 225
16.00 525 16.00 262 16.00 252
20.25 600 20.25 292 20.25 277
25.00 675 25.00 308 25.00 300
36.00 850 36.00 341 36.00 342
49.00 1000 49.00 362 49.00 375
60.00 1125 60.00 383 60.00 394
120.00 1500 120.00 430 120.00 448
240.00 1675 240.00 467 240.00 488
450.00 1750 480.00 493 480.00 512
1440.00 1830 1440.00 540 1440.00 560
load 1/2 kg/cmz load 2 kg/cmz load 8 1.5ng
0. 00 0 0. 00 0 0. 00 0
0.25 25 0.25 50 0.25 33
0.50 38 0.50 64 0.50 41
1.00 56 1.00 83 1.00 60
2.25 85 2.25 115 2.25 88
4.00 114 4.00 148 4.00 118
6.25 142 6.25 193 6.25 146
9.00 171 9.00 227 9.00 177
12.25 - 200 12.25 262 12.25 198
16.00 229 16.00 292 16.00 223
20.25 258 20.25 324 20.25 246
25.00 287 25.00 351 25.00 269
36.00 337 36.00 400 36.00 300
49.00 375 49.00 450 49.00 325'
60.00 403 60.00 470 60.00 345
120.00 490 120.00 ' 554 120.00 393'
240.00 546 240.00 587 240.00 425
480.00 578 480.00 615 480.00 450
1440.00 622 1440.00 669 1440.00 488
load 16 kglcmz load 16 ngcm2 load 4 kg/cmz
0.00 0 20.25 325 240.00 - 150
0.25 68 25.00 350
0.50 83 36.00 388
1.00 102 49.00 419 » Z
2. 25 137 60. 00 438 1°“ 0.1 k cm
4.00 169 120.00 485 240.00 -612
6.25 203 240.00 520
9.00 237 480.00 550
12.25 269 1440.00 587

16.00 298

 

 

 

Table A- 9-

115

Conventional Consolidation Data

Sludge H-Z, initial solid content 35. 5"o. wt. dry specimen 34. 9 gml.
February 5, 1971

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

time dial reading time diaI reading time diaT reading

nun in.xlO"4 ruin in.x10' thin in.xlO"4

load 0.25 kg/cmZ load 0.845 kg/cmz load 2.85 kg/crnZ
0.00 0 0.00 0 0.00 0
0.25 88 0.25 8 0.25 18
0.50 105 0.50 14 0.50 24
1.00 135 1.00 20 1.00 30
2.25 182 2.25 32 2.25 41
4.00 228 4.00 44 4.00 53
6.25 275 6.25 57 6.25 65
9.00 312 9.00 70 9.00 78
12.25 368 12.25 84 12.25 91
16.00 424 16.00 100 16.00 104
20.25 482 20.25 114 20.25 116
25.00 544 25.00 129 25.00 127
36.00 673 36.00 159 36.00 148
50.00 818 49.00 175 49.00 165
60.00 910 60.00 194 60.00 187
114.00 1295 120.00 244 111.00 214
230.00 1717 240.00 288 240.00 254
523.00 1944 480.00 319 480.00 291
1450.00 2016 1440.00 369 1440.00 337

load 0.375 kg/cmz load 1.26 kg/cmz load 4.27 Eg/crnz
O. 00 0 0. 00 0 0. 00 O
0.25 9 0.25 13 0.25 12
0.50 12 0.50 16 0.50 18
1.00 15 1.00 21 1.00 27
2.25 21 2.25 28 2.25 44
4.00 29 4.00 35 4.00 62
6.25 37 6.25 43 6.25 82
9.00 46 9.00 52 9.00 102
12.25 55 12.25 60 12.25 125
16.00 64 16.00 68 16.00 145
20.25 74 20.25 75 20.25 166
25.00 83 25.00 83 25.00 184
36.00 101 36.00 99 36.00 219
49.00 119 49.00 113 49.00 255
60.00 133 60.00 125 60.00 282
120.00 173 120.00 154 120.00 338
266.00 208 240.00 191 240.00 390
480.00 236 480.00 205 480.00 431
1510.00 287 1440.00 244 1440.00 471

load 0.563 kg/cn7 load 1. 90 kg/cmz load 6.40 ngcm2

0.00 0 0.00 0 0.00 0
0.25 16 0.25 14 0.25 10
0.50 21 0.50 18 0.50“ 15
1.00 25 1.00 25 1.00 20
2.25 34 2.25 38 2.25 30
4.00 44 4.00 52 4.00 40
6.25 56 6.25 65 6.25 50
9.00 67 9.00 79 9.00 60
12.25 76 12.25 93 12.25 70
16.00 87 16.00 107 16.00 81
20.25 99 20.25 121 20.25 91
25.00 110 25.00 135 25.00 102
36.00 133 36.00 163 36.00 123
49.00 154 49.00 191 49.00 136
60.00 166 60.00 211 60.00 148
120.00 212 120.00 269 120.00 185
240.00 256 240.00 313 240.00 211
480.00 292 480.00 350 480.00 235
1440.00 352 1440.00 390 1440.00 276

 

 

5‘ L- 2‘53?

.vF-fifia‘: M1...“ ‘1 . 7

l
‘17! 1“.“

116
Table A-9. Conventional Consolidation Data (continued)

 

 

 

 

 

 

 

load 9.60 kg/cm2 load 14.4 kg/cmZ load 2.85 k /cm2
0.00 0 0.00 ‘ 0 240.00 - 201
0.25 10 0.25 22
0.50 15 0.50 27
1.00 20 1.00 34 z ’“
2. 25 29 2. 25 46 1°“ 0' 1 kfi/C'“
4.00 38 4.00 58 240.00 --500
6.25 47 6.25 69
9.00 56 9.00 81 5”}
12.25 65 12.25 94 2 g
16.00 75 16.00 106 3 ‘
20.25 85 20.25 119 1
25.00 96 25.00 132 g
36.00 113 36.00 155 1
49.00 125 49.00 177 l
60.00 132 60.00 189 a
120.00 160 120.00 222 1
240.00 188 240.00 251 '
480.00 215 480.00 276

1440. 00 262 1440. 00 310

 

117

Table A— 10. Conventional Consolidation Data

Sludge H~2 +10% lime, initial solid content 40.5%. wt. dry specimen 41. 7 gms,
April 22, 1971

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

time dial reading time dial reading time dial reading
min in. x10‘4 min in. x10'4 min in. 3:10";
load 114 kg/cm" load 1 1%ng load 4 kg/cm‘
0.00 0 0.00 o 0.00 0
0.25 102 0.25 83 0.25 104
0.50 130 0.50 98 0.50 122
1.00 163 1.00 119 1.00 148
2.25 223 2.25 154 2.25 186
‘ 4.00 284 4.00 189 4.00 225
6.25 347 6.25 220 6.25 259
9.00 410 9.00 251 9.00 297
12.25 475 12.25 282 12.25 330
16.00 541 16.00 310 16.00 358
20.25 606 20.25 337 20.25 393
25.00 682 25.00 361 25.00 420
36 00 808 38.00 405 36.00 463
49.00 919 49.00 430 49.00 493
60.00 986 . 60.00 449 60.00 508
120.00 1159 134.00 514 169.00 574
240.00 1240 595.00 600 290.00 601
400.00 1281 1440.00 638 420.00' 619
1440.00 1356 2700.00 671 1440.00 638
load 1/2 kchmz load 2 kg/cm? load 8 kggcmz
0.00 0 0.00 0 0.00 0
0.25 64 0.25 91 0.25 36
0.50 76 1.00 129 0.50. 103
1.00 93 2.25 166 1.00 128
2.25 123 4.00 206 2.25 168
4.00 153 6.25 240 4.00 207
6.25 183 9.00 271 6.25 244
9.00 212 12.25 298 9.00 278
12.25 241 16.00 323 12.25 307
16.00 268 20.25 346 16.00 334
20.25 293 25.00 367 23.00 367
25.00 317 36 00 402 25.00 375
36.00: 358 49.00 422 36.00 403
56.00 403 60.00 433 49.00 426'
60.00 409 100.00 455 60.00 439 ,
120.00 466 272.00 490 120.00 478
232.00 513 480.00 508 225.00 509
480.00 527 1440.00 531 456.00 539
1440.00 604 1440.00 577
load 16 kg/cmr load 16 kg/cmz load 4 kicmz
0.00 0 20.25 418 240.00 - 129
0.25 82 25.00 439
0.50 104 36.00 470
1.00 134 49.00 492
2. 25 184 72. 00 513 1°“ 0' 1 kfi/cmz
4.00 236 120.00 533 240.00 - 781
6.25 285 240.00 557
9.00 327 460.00 579
12.25 363 1440.00 623

16. 00 394

 

 

(P-m '_‘—_‘- 3"“ O l I _~ \ A

118

Table A-ll. Conventional Consolidation Data

Sludge H-3, initial solid content 41. 2%. wt. dry specimen 42. 48 gms.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

July 2, 1971
time dial reading Eme diaY reading time dial reading
min in. x10'4 min in. x10'4 min in. 2410'
load 1/4 kg/cm2 load 1 kg/cm2 load 4 kycm2
0.00 0 0.00 0 0.00 0
0.25 130 0.25 65 0.25 79
1.00 215 0.50 84 0.50 103
2.25 303 1.00 111 1.00 138
4.00 393 2.25 158 2.25 193
6.25 488 4.00 206 4.00 240
9.00 585 6.25 252 6.25 278
12.25 682 9.00 291 9.00 308
16.00 772 12.25 325 12.25 333
20.25 854 16.00 353 16.00 353
25.00 928 20.25 377 20.25 368
36.00 1041 25.00 397 25.00 380
49.00 1114 36.00 430 36.00 401
60.00 1150 49.00 454 49.00 416
100.00 1210 60.00 468 60.00 425
240.00 1264 100.00 501 120.00 453
550.00 1298 452.00 580 240.00 480
1440.00 1328 1245.00 630 484.00 503
2580.00 679 1450.00 528
load 1/2 kg/cmz load 2 kfimz load 8 kycmz
0. 00 0 0. 00 0 0. 00 0
0.25 48 0.25 78 0.25 95
0.50 64 0.50 102 0.50 124
1.00 85 1.00 135 1.00 169
2.25 124 2.25 192 2.25 229
4.00 164 4.00 246 4.00 284
6.25 200 6.25 292 6.25 328
9.00 235 9.00 334 9.00 363
12.25 265 12.25 372 12.25 389
16.00 292 16.00 400 16.00 410
20.25 314 20.25 418 20.25 426
25.00 334 25.00 433 25.00 440
36.00 367 36.00 455 36.00 461
49.00 390 49.00 472 49.00 476'
60.00 405 60.00 482 60.00 487
120.00 450 120.00 509 137.00 522
225.00 483 225.00 525 280.00 553
566.00 528 480.00 543 460.00 574
1595.00 570 1440.00 567 1425.00 610
2 T - T
load 16 kg/cm load 16 kg/cm load 4 kg/cm
0.00 0 20.25 481 240.00 - 154
0.25 95 25.00 494
0.50 127 36.00 515
1.00 173 49.00 530 2
2. 25 251 64. 00 543 1°“! 0' l kfiL‘i‘r-‘L—
4.00 320 120.00 568 240.00 - 641
6.25 372 266.00 598
9.00 413 434.00 613
12.25 442 1528.00 641

16.00 464

 

 

.; ._.. ‘. T _,.‘ M1 .__"— -T-Qe—w on

1

new“

119

Table A- 11- Conventional Consolidation Data

Sludge H-3, initial solid content 41. 5%, wt. dry specimen 43. 0 gms,
July 2, 1971

 

 

 

 

l' mirth tan-$01.3"m. ':. . :3-

193,21

 

 

 

 

 

 

iime dial reading time dial reading— time dlaI reading
min in. x10'4 min in. x10'4 min in. x10"4
load 1/4 kg/cm2 load 1 kg/cm2 load 4 kg/cmZ
0.00 0 0.00 0 0.00 0
0.25 = 98 0.25 50 0.25 63
0.50 110 0.50 65 0.50 82
-1.00 150 1.00 86 1.00 111
2.25 ‘ 219 2.25 126 2.25 163
4.00 288 4-00 168 4.00 209
6(25 386 6 25 209 6.25 249
9.00 468 9.00 249 9.00 282
12.25 553 12.25 . 287 12.25 310
16.00 634 16.00 322 16.00 334
20.25 714 20.25 352 20.25 352
25.00 791 25.00 378 25.00 367
36.00 922 36.00 417 36.00 391
49.00 1023 49.00 446 49.00 408
60.00 1077 100.00 503 60.00 420
120.00 1217 . 264.00 563 121.00 454
240.00 1246 448.00 590 240.00 483
505.00 1280 1240.00 638 480.00 510
1405.00 1316 2575.00 674 1445.00 545
load 112 kg/cmZ load 2 k cmz load 8 Metal
0. 00 0 0. 00 0 0. 00 0
0.25 30 0.25 59 0.25 68
0.50 40 0.50 74 0.50 95
1.00 55 1.00 100 1.00 132
2.25 84 2.25 148 _ 2.25 195
4.00 115 4.00 198 I 4.00 251
6.25 147 6.25 246 A 6.25 298
9.00 177 9.00 285 9.00 336
12.25 207 12.25 327 12.25 368
16.00 233 16.00 360 16.00 393
20.25 257 20.25 389 250.25 412
25.00 280 25.00 409 25.00 429
36.00 317 ' 36.00 437 36.00 451
49. 00 . . 346 49. 00 460 49. 00 465 '
64. 00 369 60. 00 473 60. 00 474 .
120.00 414 ‘ 120.00 504 132.00 497
212.00 448 225.00 517 276.00 527
556.00 493 480.00 534 455.00 545
1586.00 536 1440.00 567 1420.00 575
load 16 ngcm2 load lbhg/cmz load 4 lig/cmz
0.00 0 20.25 461 240.00 - 161
0.25 86 25.00 472
0.50. 128 36.00 488
1.00 164 49.00 499 Z
2. 25 239 60. 00 506 1°“ 0' l 11"“
4.00 ~306 120.00 528 240.00 - 720
6.25 361 261.00 551
9.00 401 430.00 565
12.25 429 1524.00 596

16.00 448

 

120

Table A- l 3. Conventional Consolidation Data

Sludge H-3, 68% organic content, initial solid content 35. 2%. wt. dry
specimen 33. 97 gms, July 28, 1971

 

 

 

 

 

 

Ar— Mm ”ninth—mt”
. I.

 

 

 

 

 

 

 

 

 

 

time diad read’rg time diirreading time diil reading
min in..x10' min in. x10“ min in. 3410‘4
load 1/4 kg/cm2 load 1 kg/cmz load 4 kg/cmz
0.00 0 0.00 0 0.00 0
0.25 143 0.25 119 0.25 129
0.50 172 0.50 156 0.50 160
1.00 212 1.00 202 1.00 201
2.25 278 2.25 284 2.25 261
4.00 328 4.00 353 4.00 306
6.25 366 6.25 410 6.25 347
9.00 396 9.00 456 9.00 379
12.25 418 . 12.25 491 12.25 404
16.00 433 16.00 518 16.00 425
20.25 446 20.25 540 20.25 442
25.00 458 25.00 559 25.00 457
36.00 474 36.00 587 36.00 481
49.00 487 49.00 609 49.00 499
60.00 495 60.00 622 110.00 540
100.00 513 144.00 676 234.00 572
225.00 543 240.00 706 603.00 607
440.00 564 517.00 745 1620.00 646
1466.00 598 1430.00 795 2630.00 665
' load 1/2 kg/cmz load 2 5&2 load 8 hg/cmr
0. 00 0 0. 00 0 0. 00 0
0.25 . 95 0.25 135 0.25 138
0.50 122 I 0.50 176
1.00 160 1.00 225 1.00 225
2.25 222 2.25 312 2.25 297
4.00 i 276 4.00 392 4.00 362
6.25 318 6.25 459 6.25 416
9.00 348 ' g9.00 ‘ 518 9.00 452
12.25 372 12.25 563 12.25 480
16.00 390 16.00 599 16.00 502
20.25 406 20.25 626 20.25 518
25.00 420 25.00 649 25.00 528
36.00 440 ' 36.00 684 36.00 543
49.00 456 49.00 708 49.00 554'
60.00 467 60.00 722 60.00 560
163.00 517 148.00 778 125.00 581 1
225.00 532 240.00 805 225.00 596
380.00 553 435.00 836 451.00 612
1425.00 609 1538.00 895 1440.00 639
load 16 kflm? load 16 kgcmz load 4 kgfimz
00 0 20.25 693 240.00 -259
25 102 25.00 i 729
50 139 36.00 782
00 186 49. 00 817 2
25 278 60. 00 836 1°“ 0"1 kfi/cm.
365 110.00 876 240.00-1135

25 448 196.00 900

00 525 441.00 929
.25 591 1440.00 963
.00 647

9~Pseereee
O
0

up.

 

 

12.1

Table A- 14. Conventional Consolidation Data

Sludge H-3, 50% organic content, initial solid content 38. 0%. wt. dry
specimen 37. 67 gms, August 12, 1971

 

 

 

 

 

 

 

 

 

 

time dial readi‘iig time diai reading time dial reading
min in. 3410' min in. 31:10"4 min in. x10"
load 1/4 kg/cm2 load 1 kg/cm2 load 4 kgfimz
0. 00 0 0. 00 0 0. 00 0
0.25 126 0.25 64 0.25 115
0.50 165 0.50 90 0.50 144
1.00 224 1.00 123 1.00 183
2.25 334 2.25 183 2.25 250
4.00 449 4.00 241 4.00 314
6.25 565 6.25 294 6.25 370
9.00 676 9.00 342 9.00 327
12.25 771 12.25 384 12.25 456
16.00 852 16.00 419 16.00 485
20.25 918 20.25 448 20.25 508
25.00 967 25.00 472 25.00 525
36.00 . 1034 36.00 508 36.00 551
49.00 1073 49.00 534 49.00 569
56.25 1087' 60.00 551 60.00 579
120.00 1144 120.00 593 121.00 612
240.00 1286 315.00 654 240.00 638
500.00 1311 540.00 680 480.00 661
1440.00 1328 1624.00 723 1440.00 702
load 1/2 kg/cmz load 2 kg/cmz load 8 kg/cmr
0. 00 0 0. 00 ' 0 0. 00 0
0.25 37 0.25 .90 0.25 155
0.50 49. 0.50 111! 0.50 198
1.00 67 1.00 139 1.00 254
2.25 98 2.25 185 2.25 352
4.00 129 4.00 232 4.00 436
6.25 156 - 6.25 280 6.25 505
9.00 179 9.00 327 9.00 559
12.25 197 12.25 369 12.25 600
16.00 212 16.00 411 16.00 630
20.25 224 20.25 430 20.25 653
25.00 235 25.00 443 25.00 671
36.00 252 36.00 462 36.00 697
49.00 264 49.00 476 49.00 717'
56.25 269 60.00 485 60.00 727
121.00 294 100.00 507 120.00 761'
240.00 316 262.00 546 . 225.00 787
550.00 342 421.00 563 510.00 818
1400.00 371 . 1380.00 611 1410.00 851
load 16 kycmr load 16 kchm2 load 4 kg/cmr
0.00 0 20.25 306 240.00 - 169
0.25 66 25.00 315
0.50 86 36.00 330
1.00 114 49.00 341 2
2. 25 160 60. 00 358 1°“ 0' l Wcm
4.00 201 120.00 370 240.00 - 800
6.25 233 210.00 382
9.00 260 530.00 412
12.25 279 1400.00 436

16.00 294

 

122

Table A- 15- Conventional Consolidation Data

Sludge H-3. 31. 370 organic content, initial solid content 40. 8%. wt. dry
specimen 42. 98 gms, September 27. 1971

 

 

 

 

 

 

..
v

 

 

 

 

 

 

 

 

 

time dial reading time dial reading tfme dial reading
min in. 3110-4 min in. x10"4 min in. xlO'
load 1/4 kg/cm2 load 1 kg/cm2 load 4 15$ch
0.00 0 0.00 o 0.00 0
0.25 85 0.25 75 0.25 109
0.50 105 0.50 91 0.50 137
1.00 135 1.00 115 1.00 175
2.25 193 2.25 156 2.25 237 ?1
4.00 252 4.00 195 4.00 291 {1
6.25 314 6.25 232 6.25 337 1
9.00 379 9.00 266 9.00 373 a
12.25 443 12.25 294 12 25 399 g
16.00 508 16.00 309 16.00 420 a
20.25 575 20.25 322 20.25 437 g
25 00 646 25.00 333 25 00 451 a
36.00 796 36 00 353 36.00 472 a
49.00 951 49.00 368 49.00 487 g
64.00 1085 60.00 377 60.00 497 L
120.00 1302 144.00 414 121.00 527 '
256.00 1385 256.00 435 240.00 553
555.00 1443 550.00 456 480.00 575
1400 00 1480 1400.00 479 1440.00 607
load 1/2 kg/cmj load 2 kg/cmz load 8 kglcmz
0.00 0 0.00 0 0.00 0
0.25 49 0.25 81 0.25 116
0.50 64 0.50 103 0.50 156
1.00 90 1.00 132 1.00 212
2.25 136 2.25 . 182 2.25 304
4.00 188 4.00 229 4.00 384
6.25 241 6.25 272 6.25 445
9.00 292 9.00 313 9.00 489
12.25 344 12.25 346 12.25 520
16.00 388 16.00 372 16.00 543
20.25 431 20.25 395 20.25 561
25.00 473 25 00 412 25.00 575
36.00 544 36.00 437 36.00 598
49.00 597 49.00 453 49.00 614 -
60.00 620 60.00 462 60.00 624
120.00 688 100 00 482 120.00 657
240.00 731 266.00 515 225.00 683
506.00 770 420.00 529 512.00 714
1460.00 813 1380.00 568 1410.00 749
load 16 kg/cm2 load l6gg/cmz load 4 lg/cmZ
0.00 0 20.25 293 240.00 - 136
0.25 83 25.00 301
0.50 107 36.00 314
1.00 140 49.00 325 2
2. 25 187 60. 00 332 1°“ °' 1 1‘51"“
4.00 219 120.00 356 240.00 - 711
6.25 242 212.00 376
9.00 259 532.00 405
12.25 273 1480.00 438

16. 00 284

 

 

123

Table A- 16. Conventional Consolidation Data

Sludge H-3, 40% organic content. initial solid content 37. 7%. wt. dry
specimen 37. 61 gms, September 28, 1971

 

 

 

 

 

 

 

 

 

time didr reading time dial reading time dial reading
min in. x10" ‘ min in. x10” min in. 3:10“
load 1/4 kg/cmz load 1 kg/cm2 load 4 kgbmz
0. 00 . O 0. 00 0 0. 00 0
0.25 140 0.25 77 0.25 81
0.50 178 0.50 101 0.50 105
1.00 233 1.00 133 1.00 136
2.25 337 2.25 192 2.25 192
4.00 446 4.00 260 4.00 255
6.25 565 6.25 328 6.25 296
9.00 690 9.00 389 9.00 334
12.25 817 12.25 442 12.25 364
16.00 944 16.00 488 16.00 383
20.25 1063 20.25 526 20.25 397
25.00 1175 25.00 558 25.00 410
36.00 1320 36.00 606 36.00 428
49.00 1377 49.00 640 49.00 442
60.00 1401 56.00 653 60.00 451
120.00 1442 144.00 723 120.00 478
256.00 1466 240.00 752 240.00 502
555.00 1505 545.00 765 470.00 518
1400.00 1538 1400.00 790 1460.00 542
load 1/2 kglcmz load 2 ngcm2 load 8 kg/cm2
0. 00 0 0. 00 0 0. 00 0
0.25 48 0.25 70 0.25 99
0.50 61 0.50 89 0.50 135
1.00 80 1.00 116 1.00 187
2.25 116 2.25 163 2.25 274
4.00 155 4.00 208 4.00 349
6.25 196 6.25 248 6.25 402
9.00 238 9.00 282 9.00 439
12.25 279 12.25 310 12.25 466
16.00 316 16.00 333 16.00 485
20.25 348 20.25 353 20.25 501
25.00 375 25.00 368 25.00 513
36.00 419 36.00 391 36.00 532
49.00 454 49.00 408 49.00 547 '
60.00 475 60.00 419 60.00 556
120.00 535 120.00 451 100.00 576
503.00 626 240.00 479 290.00 610
1460.00 679 1440.00 522 520.00 626
1440.00 651
2 if 2
load 16 kg/cm load 16 kjgécm load 4 kj/cm
0.00 0 20.25 325 240.00 - 155
0.25 75 25.00 335
0.50 98 36.00 349
1.00 132 49.00 360 Z
2. 25 185 60. 00 367 1°“ 0'1 ké/C’“
4.00 230 120.00 387 240.00 - 808
6.25 262 324.00 412
9.00 285 484.00 421
12.25 301 1440.00 444

16.00 315

 

124

Table A-l7. Conventional Consolidation Data

Sludge D-l, initial solid content 28. 0%. wt. dry specimen 26. 060 gms.
September 29, 1971

 

r

 

 

__ __ 3.__—..——_—
\‘z'- . 1". ‘ l . \ R
. o u

the“;

 

 

 

 

 

 

 

 

time dial reading , time dial reading tTme dial read 31g
min in. xl 0'4 min in. 3110" min in. 3:10-
load 1/4 kg/cmz load 1 kg/cmz load 4 kg/cm2
0. 00 0 0. 00 0 0. 00 0
0.25 80 0.25 110 0.25 158
0.50 112 0.50 148 0.50 217
1.00 165 1.00 202 1.00 294
2.25 270 2.25 291 2.25 410
4.00 377 4.00 367 4.00 498
6.25 482 6.25 425 6.25 562
9.00 573 9.00 471 9.00 610
12. 25 646 12. 25 510 12. 25 647
16.00 700 16.00 530 16.00 677
20.25 739 20.25 543 20.25 698
25.00 767 25.00 553 25.00 707
36.00 810 36.00 566 36.00 717
49.00 835 49.00 574 49.00 723
60.00 848 60.00 579 60.00 728
150.00 892 120.00 593 120.00 742
256.00 914 250.00 606 333.00 759
555.00 943 480.00 616 484.00 764
1400.00 979 1460.00 628 1440.00 782
load l/Z lgg/cmz load 2 kggcmr load 8 kg/cm2
0. 00 0 0. 00 0 0. 00 0
0.25 125 0.25 130 0.25 127
0.50 171 0.50 180 0.50 170
0.80 223 1.00 259 1.00 230
2.25 362 2.25 350 2.25 328
4.00 469 4.00 389 4.00 418
6.25 553 6.25 413 6.25 499
9.00 617 9.00 429 9.00 560
12.25 665 12.25 442 12.25 606
16.00 701 16.00 452 16.00 642
20.25 727 20.25 462 20.25 667
25.00 749 25.00 473 40.00 715
36.00 780 36.00 522 49.00 727
49.00 801 49.00 606 64.00 742'
60.00 812 60.00 667 120.00 769
120.00 850 100.00 706 196.00 786
240.00 884 290.00 738 462.00 812
1440.00 956 528.00 753 1440.00 846
1440.00 782
27 42 - 2
load 16 Mcm load 16 Eg/cm load 4 kg/cm
0.00 0 20.25 325 240.00 - 209
0.25 75 25.00 336
0.50 96 36.00 351
1.00 124 49.00 363 2
2. 25 169 60. 00 370 1°“ 0' lgkfi/‘m
4.00 211 121.00 392 240.00 ' 1164
6.25 247 225.00 410
9.00 275 484.00 430
12. 25 297 1440. 00 459

16.00 314

 

125

Table A- 18. Conventional Consolidation Data

Sludge (‘3-2. initial solid content 24.1%, wt. dry specimen 21. 76 gms.
Ckflobcr 18, 1971

 

 

 

 

 

 

 

.!

’ ~....- 3.12

.'. t2: ‘— VFW—:7 7‘7“ T -.—-TI

 

 

 

tihie dial reading tirne dial’reading tinne dial reading
1min in.x10' ‘ rnin in.x10’ rnin in.x10‘
load 1/4 kg/cn‘7z load 1 kg/crnzi‘ load 4kg/cmZ
0 00 0 0.00 0 0.00 0
0.25 340 0.25 484 0.25 390
0.50 431 0.50 574 0.50 480
1.00 525 1.00 656 1.00 579
2.25 610 2.25 728 2.25 689
4.00 660 4.00 762 4.00 753
6.25 689 6.25 784 6.25 791
9.00 712 9.00 802 9.00 816
12.25 729 12.25 816 12.25 834
16.00 743 16.00 828 16.00 848
20.25 755 20.25 839 20.25 870
25.00 765 25.00 849 36.00 885
36.00 782 36.00 865 49.00 897
49.00 796 49.00 879 120.00 931
120.00 835 120.00 914 225.00 953
240 00 863 240.00 943 480.00 978
580.00 894 441.00 967 2000.00 1023
1420.00 922 1430.00 1008 4000.00 1041
load 1/2 kg/cmz load 2 kg/cmr load 8 kg/cmT
‘0.00 '0 0.00 0 0.00 0
0.25 436 0.25 431 0.25 201
0.50 528 0.50 486 0.50 245
1.00 602 1.00 506 1.00 293
2.25 659 2.25 521 2.25 351
4.00 689 4.00 530 4.00 387
6.2 711 6.25 536 6.25 408
9.00 729 9.00 541 9.00 424
12.25 743 12.25 545 12.25 435
16.00 755 16.00 548 16.00 444
20.25 766 20.25 552 20.25 452
25.00 775 25.00 555 25.00 459
36.00 792 36.00 559 36.00 470
49.00 807 49.00 564 49.00 480
120.00 847 110.00 575 110.00 506
240.00 886 240.00 587 256.00 533
480.00 924 491.00 597 400 00 547
1440.00 974 1420.00 612 1440.00 579
2’ ’2 2
load 1€)kg/cni load 16 kg/cni load 4 kg/cn1
0.00 0 20.25 412 240.00 - 338
0.25 171 25.00 422
0.50 200 36.00 436
1.00 236 64.00 457 7?
2. 25 285 120. 00 477 1°“ 0'1 kfi/C'“
4.00 318 240.00 498 240.00 - 1104
6.25 346 440.00 517
9.00 369 1500.00 545
2.25 386
o

a-

.00 401

 

A PPE NDIX B

BACK PRESSURE CONSOLIDATION DATA

Table 13- 1 .

126

Back Pressure Consolidation Data

Sludge H-2. initial solid content 39%. wt. dry specimen 43. 4 gma. ini ial

 

 

 

 

 

 

 

 

 

compression under 127 psi backpressure equals 530x10' inches.
.Aprill4, 1971
time diaT reading 111 time dial reading Time diaT reading
min in. x10' p81 min in. x10'4 min in. x10'4
Hack pressure 120 psi Sac? pressure 112. 5 pi Wack pressure 108 psi-
load 7 psi load 14.5 psi load 29 psi
0.00 0 7.0 0.00 0 0.00 0
0.25 47 6.75 0.25 20 0.25 16
0.50 78 0.50 32 0 50 26
1.00 123 1.00 50 1.00 50
2.25 198 6.60 2.25 73 2.25 93
4. ()0 264 6 30 4. 00 96 4. 00 138
6.25 306 6.25 128 6.25 170
9.00 348 6.25 9.00 140 9.00 210
12.25 398 5.95 12.25 168 16.00 267
16.00 448 5.50 16 00 190 20.25 302
20 25 511 4.50 20.25 206 25.00 322
25 00 593 3.75 25.00 220 36.00 328
36.00 680 36.00 240 49.00 337
60.00 840 49.00 255 60 00 348
120.00 930 60.00 265 120.00 387
169.00 3.10 120.00 293 240.00 426
240.00 975 2.80 240.00 318 480.00 445
480.00 983 1.30 480.00 336 1440.00 460
1440.00 1010 0.2 1440.00 368
Back pressure 70 psi 7 Sack pressure 15 psi Tack pressure 15 psi
load 57 psi load 113 psi load 225 psi
0.00 0 28.00 0.00 0 0.00 0
0.25 23 0.25 18 0.50 ' 63
1.00 46 0.50 26 1.00 76
2.25 69 1.00 40 2.25 98
4.00 75 27.25 2.25 64 4.00 120
6.25 86 26.25 4.00 90 6.25 143
9.00 94 25.25 6.25 113 9.00 160
12.25 101 24.50 9.00 134 12.25 180
16.00 116 21.25 12.25 157 16.00 197
20.25 132 17.75 16.00 177 20.25 210
25.00 148 16.00 20.25 200 25.00 . 220
36.00 176 11.50 25.00 218 36.00 240
49.00 190 9.50 36.00 238 49.00 . 256
60.00 206 8.50 49.00 257 60.00 264
120.00 225 6.50 64.00 268 120.00 286
240.00 235 0.50 120.00 290 240.00 303
480.00 249 240.00 308 480.00 315
1440.00 270 480.00 326 1440.00 340
1440.00 350
back pressure 0 psi
load 57 psi
240.00 - 80

 

’Back.pressure 0 psi
load 1.4 psi

240.00 - 580

 

 

.Au --rneasured excess pore pressure

1...... _‘_,§_- _ __.J-.__3
. _'_:.1W’

12'?

Table B-2. Back Pressure. Consolidation Data

Sludgl'll-i. inflial solhllwintcnt 41.(Wb. ut.riry spocirncrl4tx 35 gnis, hiUial
cuniprossion under 250;»n backpressure equals 0.04201nchcs.
July 8, 1971

 

 

 

 

 

 

 

 

 

 

111111‘ diaTreading 311 time dial reading 23 u
ruin in.x10'4 psi ruin in.x10'4 psi
Bar? pressure 245.5 psi 7Back pressure 241.57psi
load 4.5 psi load 8.5 psi
0. 00 0 4. 5 0. 00 ' 0 4. 0
0.25 63 0.25 10
0. 50 87 0. 50 14
1.00 116 1.00 20 3.6
2.25 168 2.25 32 2.9
4.00 220 4.3 4.00 44 1.9
6.25 275 6.25 58
9.00 320 4.0 9.00 71 1.3
12.25 355 12.25 82
16.00 385 3.6 16.00 93 0.9
20.25 412 20.25 106
25.00 510 ‘ 3.2 25.00 114 0.7
36.00 2.4 36.00 132 0.5
49.00 600 1.4 49.00 150 0.3
60.00 0.8 60.00 163 0.2
100.00 720 0.0 120.00 196 0.1
240.00 828 220.00 220
480.00 850 480.00 250
1500.00 910 1300.00 280
’back pressure 234.5 psi Aback.pressure 220.5753i
load 15.5 psi load 29.5 psi
0. 00 0 7. o 0. 00 ' 0 14.00
0.25 10 0.25 18
0.50 17 0.50 . 26
1.00 25 6. 4 1.0.0 40 12. 8
2.25 44 5.3 2.25 62 10.2
4.00 60 4.4 4.00 86 8.6
6.25 80 6.25 111
9.00 97 3.5 9.00 130 6.5
12.25 115 12.25 152
16.00 133 2.6 16.00 172 4.5
20.25 150 20.25 192
25.00 165 1.9 25.00 210 3.4
36.00 190 1.5 36.00 238 2.5
49.00 210 1.2 49.00 270 2.0
64.00 226 1.0 60.00 285 1.8
120.00 265 0.6 120.00 320 1.0
240.00 300 0.4 240.00 350
480.00 325 0.2 330.00 0.2
1410.00 365 480.00 380

1440.00 400

 

 

128

Table B-2. Back Pressure Consolidation Data (continued)

 

 

 

 

 

Time dial reading time dial—reading time Hial reading
min in. x10"4 min in. x10'4 min in. x10"
jaack pressure 193 psi Wac? pressure I36 psi fibacfii pressure 22 psi
load 57 psi load 114 psi load 228 psi ..
O. 00 0 O. 00 O 0. 00 0
0. 25 21 0. 25 25 0. 25 23
0.50 29 0.50 35 0.50 33
l. 00 42 l. 00 60 l. 00 46
2. 25 68 2. 25 75 2. 25 75
4. 00 95 4. 00 98 4. 00 100
6. 25 120 6. 25 118 6. 25 125
9. 00 142 9. 00 137 9. 00 148
12.25 164 12.25 153 12.25 170
16.00 182 16.00 168 16.00 183
20. 25 202 20. 25 182 20. 25 195
25. 00 218 25. 00 190 25. 00 208
36. 00 240 36. 00 210 36. 00 230
49. 00 260 49. 00 222 49. 00 242
60. 00 278 60. 00 231 60. 00 251
120. 00 31.4 240. 00 278 120. 00 275
240. 00 357 480. 00 296 240. 00 295
1330. 00 370 1440. 00 320 480. 00 310
1280. 00 330

 

 

 

*load 57 psi
240. 00 - 110

 

 

load 1. 4 psi
240. 00 - 450

 

*backpre ssure 0 psi

 

129

Table B—3. Back Pressure Consolidation Data

Sludge H-S, initial solid content 41. 1%. wt. dry specimen 45. 655 gms. initial
compression under 20 psi backpressure equals 0. 0265 inches,
temperature 6 °C, September 22, 1972

 

 

 

 

 

 

 

 

 

 

 

 

time dial reading time diaTl—reading time fiial reading
ruin in.310' rnin in.x10"4 rnin in.x10'
load 4. 5 psi load 8 psi load 15 psi
0.00 0 0.00 0 0.00 0
0.25 38 0.25 9 0.25 8
0.50 53 0.50 12 0.50 12
1.00 78 1.00 18 1.00 20
2.25 118 2.25 29 2.25 32
4.00 158 4.00 40 4.00 50
6.25 198 6.25 49 6.25 70
9.00 236 9.00 58 9.00 90
12.25 274 12.25 70 12.25 109
16.00 311 16.00 82 16.00 126
20.25 347 20.25 94 20.25 143
25.00 388 25.00 106 25.00 169
36.00 458 36.00 130 36.00 190
49.00 524 49.00 155 49.00 211
60.00 590 144.00 176 60.00 230
100.00 780 240.00 190 120.00 305
200.00 865 480.00 208 240.00 370
440.00 945 1440.00 235 480.00 410
1440.00 990 1440.00 445
load 29 psi load 57 psi load 11!;P8i
0.00 0 0.00 O 0.00 0
0.25 9 0.25 9 0.25 16
0.50 16 0.50 14 0.50 27
1.00 22 1.00 24 1.00 39
2.25 40 2.25 39 2.25 62
4.00 60 4.00 54 4.00 84
6.25 76 6.25 74 6.25 106
9.00 97 9.00 96 9.00 128
12.25 116 ' 12.25 118 12.25 149
16.00 135 16.00 141 16.00 167
20.25 154 20.25 162 20.25 185
25.00 173 25.00 184 25.00 201
36.00 205 36.00 222 36.00 232
49.00 230 49.00 240 49.00 248
60.00 250 60.00 258 60.00 260
120.00 295 120.00 288 120.00 297
240.00 333 240.00 322 240.00 330
480.00 366 480.00 338 480.00 348
1440.00 398 1440.00 370 1440.00 375
load 228 psi load 228 psi load 57 psi
0.00 0 20.25 194 240.00 - 112
0.25 24 25.00 207
0.50 34 36.00 233
1.00 46 49.00 252 * .
2. 25 68 60. oo 264 1°“ 1'51"
4.00 91 120.00 296 240.00 -348
6.25 114 240.00 320
9.00 136 480.00 338
12.25 158 1440.00 357

 

16, 00 180 backpressure 0 psi

 

 

 

130

Table B-4. Back Pressure Consolidation Data

Sludge H-3, initial solid content 41. 4%. wt. dry specimen 46. 110 gms. initial
compression under 20 psi backpressure equals 0. 0486 inches,
temperature 38 0C, October 13, 1971

 

 

 

 

 

 

 

 

 

 

 

time filiafieading time diaT reading time diai reading
rnin in.x10' rnin in.x10' rnin in.x10‘
load 4. 5 psi load 8 psi load 15 psi
0.00 0 0.00 0 0.00 0
0.25 84 0.25 23 0.25 2
0.50 122 0.50 31 0.50 3
1.00 162 1.00 50 1.00 S
2.25 248 2.25 75 2.25 20
4.00 340 4.00 110 4.00 40
6.25 428 6.25 137 6.25 60
9.00 500 9.00 160 9.00 80
12.25 568 12.25 180 12.25 100
16.00 632 16.00 199 16.00 117
20.25 690 20.25 217 20.25 130
25.00 743 25.00 235 25.00 133
36. 00 810 36. 00 263 36. 00 137
49.00 870 49.00 293 120.00 162
60.00 910 100.00 382 240.00 255
100.00 960 240.00 448 480.00 291
240.00 1000 480.00 490 1440.00 295
480.00 1 25 1400.00 515
1440.00 95
load 29 psi load 57 psi load 114 psi
0.00 0 0.00 0 0.00 0
0.25 26 0.25 23 0.25 36
0.50 36 0.50 33 0.50 52
1.00 48 1.00 50 1.00 72
2.25 73 2.25 81 2.25 108
4.00 100 4.00 113 4.00 138
6.25 126 6.25 143 6.25 166
9.00 152 9.00 168 9.00 193
12.25 170 12.25 191 12.25 218
16.00 188 16.00 212 16.00 236
20.25 204 20.25 227 20.25 252
25.00 221 25.00 243 25.00 262
36.00 242 36.00 271 36.00 280
49.00 262 49.00 286 49.00 296
60.00 276 60.00 300 60.00 305
120.00 300 120.00 331 120.00 333
240.00 327 240.00 350 240.00 355
480.00 358 480.00 373 520.00 380
1400.00 393 1400.00 404 1440.00 412
load 228 psi load 228psi load 57 psi
0.00 0 20.25 227 240.00 - 135
0.25 28 25.00 237 ‘
0.50 42 36.00 256
1.00 63 49.00 269 .
2. 25 98 60. 00 276 1°“ 1' 4 P"
4.00 128 120.00 298 240.00 - 390
6.25 154 240.00 318
9.00 180 480.00 330
12.25 200 1440.00 358

16. 00 216 backpressure 0 psi

 

131

Table B-5. Back Pressure Consolidation Data

Sludge H-3, initial solid content 41. 2%. wt. dry specimen 45. 85 gms. initial
compression under 20 psi backpressure equals 0. 0425 inches.
temperature 22 °C, November 3, 1971

 

 

 

 

 

 

 

 

 

 

 

time dial reading time diafi'ead'pg time diaT reading
rnin in.x10' rnin in.x10' rnin in.x10'
load 4. 0 psi load 8 psi load 15 psi
0. 00 0 0. 00 0 0. 00 0
0.25 106 0.25 7 0.25 17
0.50 120 0.50 10 0.50 22
1.00 153 1.00 14 1.00 27
2.25 198 2.25 33 2.25 35
4.00 242 4.00 57 4.00 40
6.25 280 6.25 81 6.25 43
9.00 318 9.00 105 9.00 46
12.25 358 12.25 128 12.25 50
16.00 398 16.00 148 16.00 53
20.25 440 20.25 167 20.25 55
25.00 480 25.00 184 25.00 58
36.00 550 36.00 208 36.00 _ 62
49.00 625 49.00 221 49.00 66
64.00 700 60.00 231 60.00 70
120.00 822 120.00 270 120.00 130
240.00 885 240.00 310 240.00 200
480.00 910 480.00 345 480.00 228
1440.00 942 1440.00 380 1440.00 232
load 29 psi load 57 psi load 114 psi
0. 00 0 0. 00 0 0. 00 0
0.25 30 0.25 18 0.25 26
0.50 42 0.50 25 0.50 37
1.00 59 1.00 37 1.00 55
2.25 87 2.25 57 2.25 84
4.00 115 4.00 77 4.00 112
6.25 143 6.25 97 6.25 138
9.00 170 9.00 117 9.00 161
12.25 193 12.25 132 12.25 183
16.00 216 16.00 147 16.00 200
20.25 234 20.25 160 20.25 217
25.00 252 25.00 171 25.00 229
36.00 280 36.00 192 36.00 250
49.00 300 49.00 214 49.00, 270
120.00 340 60.00 225 60.00 279
240.00 367 120.00 260 120.00 312
480.00 390 240.00 284 240.00 334
1440.00 420 480.00 307 480.00 350
2680.00 430 1400.00 344 1440.00 380
load 22§psi load 228 psi load 57 psi
0.00 0 20.25 197 240.00 - 138
0.25 24 25.00 210
0.50 35 36.00 232
1.00 51 49.00 246 .
2. 25 78 60. 00 253 1°“ 1' 4 P”
4.00 105 120.00 280 240.00 - 390
6.25 128 240.00 298
9.00 150 480.00 316
:2 (2)?) :32 1440' 00 342 *backprsssure 0 psi

 

STRTE UNIV. LIB

”Illlllll’lll'lll“ lnllmllll‘s

02 015