HORIZONTAL – Report No. 22 (WP7 Part B)
Physical Properties
– Solidity, Thixotropic Behaviour and
Piling Behaviour –
Desk Study
K. Wichmann*, C. Thormählen*, E. Pasqualini**, E. Fratalocchi**,
P. Battistoni**, L. Spinosa ***, E. Carniani**
*Contractor: Technical University Hamburg-Harburg (TUHH), Germany;
E-mail: [email protected]
**Cooperation: Polytechnic University of Marche Region, Italy
***CNR c/o Commissariat for Env. Emerg. in Puglia Region, Italy
December 2003
Acknowledgement
This work has been carried out with financial support from the following EU Member States:
UK, Germany, France, Italy, Spain, Nordic countries, Netherlands, Denmark, Austria, EU DG
XI and JRC, Ispra.
2
HORIZONTAL – Report No. 22
CONTENTS
LIST OF TABLES
6
LIST OF FIGURES
6
SUMMARY
7
1.
INTRODUCTION
8
1.1
The Horizontal project
8
1.2
The Work Package 7
8
1.3
Desk studies subject
9
1.4
1.4.1
1.4.2
1.4.2.1
1.4.2.2
1.4.2.3
1.4.2.4
Evaluation of needs for control of operations and material characteristics
Evaluation of needs for control of operation
Material characteristics
Sewage sludge
Waterworks sludge
Bio-waste
Soil
10
10
11
11
13
14
16
1.5
Search for existing Standards and Methods
18
1.6
1.6.1
1.6.2
1.6.3
Basic informations
Solidity
Thixotropic behaviour of solid materials
Piling behaviour
18
18
20
21
2.
EXISTING STANDARDS OR DRAFT STANDARDS
22
2.1
Flowability
22
2.2
Solidity
22
2.3
Thixotropic behaviour
23
2.4
Piling behaviour
23
3.
EVALUATION OF DRAFTING A HORIZONTAL STANDARD
24
3.1
3.1.1
3.1.1.1
3.1.1.2
3.1.1.3
3.1.1.4
3.1.1.5
3.1.1.6
3.1.2
3.1.2.1
3.1.2.2
3.1.2.3
3.1.2.4
3.1.2.5
3.1.2.6
3.1.3
3.1.3.1
3.1.3.2
3.1.3.3
3.1.3.4
Solidity
Shearing apparatus
Standards analysed
Laboratory or field test feasibility
Apparatus
What is measured and how
Material to be examined
Feasibility of the methods to the materials for the Horizontal project
Vane testing apparatus
Standards and non-standardised methods analysed
Laboratory or field test feasibility
Apparatus
What is measured and how
Material to be examined
Feasibility of the methods to the materials for the Horizontal project
Penetrometer
Standards and non-standardised methods analysed
Laboratory or field test feasibility
Apparatus
What is measured and how
24
24
24
25
25
25
26
26
26
26
27
27
29
30
30
30
30
33
33
37
HORIZONTAL – Report No. 22
3
3.1.3.5 Material to be examined
3.1.3.6 Feasibility of the methods to the materials for the Horizontal project
38
39
3.2
3.2.1
3.2.2
3.2.3
3.2.4
3.2.5
3.2.6
Thixotropic behaviour of solid materials
Standards analysed
Laboratory or field test feasibility
Apparatus
What is measured and how
Material to be examined
Feasibility of the methods to the materials for the Horizontal project
40
40
41
41
46
46
46
3.3
3.3.1
3.3.2
3.3.3
3.3.4
3.3.5
3.3.6
Piling behaviour
Standards and non-standardised methods analysed
Laboratory or field test feasibility
Apparatus
What is measured and how
Material to be examined
Feasibility of the methods to the materials for the Horizontal project
47
47
48
48
51
51
51
4.
CRITICAL POINT AND RECOMMENDATIONS
53
4.1
4.1.1
4.1.2
4.1.2.1
4.1.2.2
Solidity
Comparison (discussion: pro/contra)
Recommendations
Laboratory reference method
Field test
53
53
56
56
56
4.2
4.2.1
4.2.2
4.2.2.1
4.2.2.2
Thixotropic behaviour of solid materials
Comparison (discussion: pro/contra)
Recommendations
Laboratory reference method
Field test
56
56
57
57
57
4.3
4.3.1
4.3.2
4.3.2.1
4.3.2.2
Piling behaviour
Comparison (discussion: pro/contra)
Recommendation
Laboratory reference method
Field test
57
57
58
58
58
4.4
Summary of recommended methods
58
4.5
4.5.1
4.5.2
4.5.3
4.5.4
4.5.5
Research needs
Basics of methods
Applicability of methods to Horizontal materials
Questions to be answered
Route, how to answer them
Steps to be taken
59
59
59
60
60
60
4.6
4.6.1
4.6.2
4.6.3
Contacts with CEN/TC's/WG's
Actions
Comments received and incorporated
Official meetings
61
61
61
61
5.
DRAFT STANDARD (CEN TEMPLATE)
62
5.1
5.1.1
5.1.1.1
5.1.1.2
5.1.1.3
5.1.2
Solidity
Laboratory reference method
Method 1
Method 2
Method 3
Field test
62
62
62
62
62
62
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HORIZONTAL – Report No. 22
5.1.2.1 Method 1
5.1.2.2 Method 2
62
62
5.2
5.2.1
5.2.1.1
5.2.2
5.2.2.1
5.2.2.2
Thixotropic behaviour of solid materials
Laboratory reference method
Method 1
Field test
Method 1
Method 2
62
62
62
63
63
63
5.3
5.3.1
5.3.1.1
5.3.1.2
5.3.2
5.3.2.1
Piling behaviour
Laboratory reference method
Method 1
Method 2
Field test
Method 1
63
63
63
63
63
63
REFERENCES
64
ANNEX 1
68
ANNEX 2
69
ANNEX 3
70
ANNEX 4
71
ANNEX 5
72
ANNEX 6
73
ANNEX 7
74
ANNEX 8
75
ANNEX 9
76
ANNEX 10
77
ANNEX 11
78
ANNEX 12
79
ANNEX 13
80
ANNEX 14
81
HORIZONTAL – Report No. 22
5
LIST OF TABLES
Table 1: Particle size distribution of sewage sludges.................................................................. 11
Table 2: Rheological properties of sewage sludges .................................................................... 12
Table 3: Determination of the composition of sludge ................................................................. 13
Table 4: Particle size distribution of OFMSW............................................................................ 15
Table 5: Rheological properties of OFMSW aerobically or anaerobically treated ..................... 16
Table 6: Grain size of soils according to different classification systems................................... 17
Table 7: Standards for shearing apparatus................................................................................... 24
Table 8: Standards and non-standardised methods for vane testing apparatus ........................... 27
Table 9: Standards and non-standardised methods for penetrometer.......................................... 33
Table 10: Standards for thixotropic behaviour............................................................................ 41
Table 11: Standards and non-standardised methods for piling behaviour................................... 48
Table 12: Summary of the recommended apparatuses................................................................ 58
LIST OF FIGURES
Fig. 1: Collation between shearing strength and dry solid method [9]........................................ 12
Fig. 2: Comparison dry solid contents vs. laboratory vane shear strength [12] .......................... 14
Fig. 3: Schematic stress-strain curve of solid materials [28]....................................................... 19
Fig. 4: Thixotropy in viscosity-time-graph ([29] modified)........................................................ 20
Fig. 5: Thixotropy in flow curve graph and viscosity curve ([30] modified).............................. 20
Fig. 6: Test samples in single and double shear (shear box) [32] ............................................... 25
Fig. 7: Triaxial compression test showing test pressure and assumed plane of failure AB [33] . 25
Fig. 8: Vane shear apparatus and geometry of field vanes [33, 34] ............................................ 28
Fig. 9: Vane torque spring, electrical transducer details geometry and miniature vane blade
geometry [35].......................................................................................................... 28
Fig. 10: Laboratory vane shear apparatus [23]............................................................................ 29
Fig. 11: Pocket vane shear apparatus [15]................................................................................... 29
Fig. 12: Soil cone penetrometer [36]........................................................................................... 34
Fig. 13: Vicat apparatuses [37].................................................................................................... 34
Fig. 14: Apparatus for measuring consistency by penetration [38]............................................. 35
Fig. 15: Penetrometer with standard and optional penetration cone (dim. in mm) [39, 40]........ 35
Fig. 16: Magnesium penetrometer cone [41] .............................................................................. 36
Fig. 17: Pocket penetrometer after Neuschäfer [23] ................................................................... 36
Fig. 18: Pocket cylinder penetrometer [42]................................................................................. 37
Fig. 19: Consistometer (Vebe meter, dimensions in mm) [43] ................................................... 42
Fig. 20: Flow table [44]............................................................................................................... 42
Fig. 21: Flow table and conical mould (dimensions in mm) [45] ............................................... 43
Fig. 22:Vibrating table (dimensions in millimetre) [46] ............................................................. 44
Fig. 23: Compaction rig assembly with vibrating hammer (dimensions mm) [47]..................... 45
Fig. 24: Forms of slump [49]....................................................................................................... 48
Fig. 25: Compacting factor apparatus [50].................................................................................. 49
Fig. 26: Oedometer [48] .............................................................................................................. 49
Fig. 27: Device for loading [48].................................................................................................. 50
Fig. 28: Cubic Piling Box at start of test (closed sidewalls) [48]................................................ 50
Fig. 29: Cubic Piling Box at the end of test (opened sidewalls) [48].......................................... 50
Fig. 30: Relation between the parameter K and the apex angle b of the cone ............................ 54
Fig. 31: Comparison penetrometer bearing capacity vs. laboratory vane shear strength [16] .... 55
6
HORIZONTAL – Report No. 22
SUMMARY
The “Horizontal” project has the objective to develop horizontal and harmonised European
standards in the fields of sludge, bio-waste and soil to facilitate regulation of these major streams
in the multiple decisions related to different uses and disposal governed by EU Directives. The
Horizontal Project includes the Work Package 7 “Mechanical properties” consisting in the
development of Desk Studies on physical consistency, because it is recognized that this property
is very important for the characterization of sludge, since it affects almost all treatment,
utilization and disposal operations, such as storage, pumping, transportation, handling, landspreading, dewatering, drying, landfilling. The importance of the physical consistency is also
true for the characterization of bio-waste and soil. Also handling and utilization of many other
materials, such as cement and asphalt are strictly depending on their physical consistency. The
needs for control of operations and also material characteristics are described.
The first action carried out is consisted in searching for existing standards to be possibly used or
adapted for utilisation in the specific field of consistency evaluation. The complete list of
standards is reported in Annex 1, from which it can be seen that more than 250 standards and
non-standardised methods are potentially applicable to consistency evaluation. On the basis of
the selected list of standards and non-standardised methods for further consideration the
methods for the determination of solidity, thixotropic behaviour and piling behaviour of sludge,
bio-waste and soil have been divided into several groups, according to the instruments used for
measuring:
• Solidity: Shearing apparatus, Vane testing apparatus and Penetrometers
• Thixotropic behaviour: It should be investigated a combination of methods for determination
of the solidity like penetration, etc. and an energy-input in terms of "flow" apparatus to
simulate the shear stress.
• Piling behaviour: Slump test apparatus, Compacting apparatus, Cubic Piling Box (CPB) and
"Turned Box".
For each group was evaluated the laboratory or field test feasibility. Apparatuses of the
measuring procedures and existing applications to different materials were described. On this
basis the applicability of the described methods to the materials for the Horizontal Project was
evaluated and documented in the lists of analysed standards (Chapter 3). The recommended
methods are for solidity the “Laboratory vane shear apparatus” and “Vicat needle” as laboratory
reference and the pocket penetrometers for field test. The penetrometers in general could be
used for both laboratory reference method and field test. Also for determination of the
thixotropic behaviour the penetrometer is together with an energy-input in terms of a vibrating
table or a hammer a suitable instrument. For measuring the piling behaviour the Cubic Piling
Box (CPB) and the Oedometer are the recommended methods, whereby the CPB could be used
in both laboratory and field while the Oedometer could be used only in the laboratory.
For the research needs first the basics of methods are explicated. Also the applicability of
methods to Horizontal materials is clarified. The questions to be answered (precision,
repeatability, reliability, etc.), the route, how to answer them and finally the steps to be taken are
important for following procedures within the Horizontal project.
The results of the circulation within the consulting CEN/TC's/WG's/TG’s – Committee's are
documented by means of listed actions, comments, which were received, and official meetings,
which amount up to four WP7 meetings and two CEN/TC308/WG1 and
CEN/TC308/WG1/TG3 meetings each so far. In the Horizontal-Report No. 22 a total of 11
proposals for draft standards are given, consisting of six laboratory methods and five field tests.
HORIZONTAL – Report No. 22
7
1.
INTRODUCTION
1.1
The Horizontal project
The revision of the Sewage Sludge Directive 86/278/EEC, the upcoming Composting Directive
on the biological treatment of biodegradable waste and the Soil Monitoring Directive call for
standards on sampling, hygienic and biological parameters, methods for inorganic and organic
contaminants, and for mechanical properties of these materials.
In addition, when materials cannot be utilized, landfilling becomes important, in which case
leaching becomes an issue as stipulated by the Council Directive 1999/31/EC on the landfill of
waste. More recently, a Council Decision establishing criteria and procedures for the acceptance
of waste at landfills, pursuant to Article 16 and Annex II of mentioned Directive on the landfill
of waste was issued (16/12/02) with physical consistency being one basic parameter of interest.
The “Horizontal” project has the objective to develop horizontal and harmonised European
standards in the fields of sludge, bio-waste and soil to facilitate regulation of these major streams
in the multiple decisions related to different uses and disposal governed by EU Directives.
Part of the work to be carried out will focus on co-normative work with an emphasis on
horizontal standardization starting from existing standards developed for the same parameter in
the fields of sludge, bio-waste and soil. Another part of the work will focus on pre-normative
research required to develop standards lacking at this point and needed in the next revision of
the regulations in these fields.
1.2
The Work Package 7
The Horizontal Project includes the Work Package 7 “Mechanical properties” consisting in the
development of Desk Studies on physical consistency, because it is recognized that this property
is very important for the characterization of sludge e.g., since it affects almost all treatment,
utilization and disposal operations, such as storage, pumping, transportation, handling, landspreading, dewatering, drying, landfilling.
In fact, the selection of the most suitable equipment and procedure for land application, storage
and transportation of sludge e.g. is strongly connected to its consistency. Similarly, compacting
sludge in a landfill or forming a pile in composting is depending on sludge shear strength rather
than on its solids concentration.
In particular, with reference to the regulations requirements, according to the Sludge Directive
278/86, agricultural reused sludge must have agronomic interest, be healthy and easily usable,
i.e. easily stored, transported, handled, and spread.
In Council Directive 1999/31/EC (Landfill Directive), Article 2 (q) gives a definition of “liquid
waste”, and Article 5 (3.a) does not allow a liquid waste to be landfilled, but a standardized
method for this evaluation has to be developed yet. Further, Annex II (2. General principles)
requires that “The composition, ... and general properties of a waste to be landfilled must be
known as precisely as possible”, and Annex I (6. Stability) is referring to “... ensure stability of
the mass of waste ... particularly in respect of avoidance of slippage”, so the shear strength and
piling behaviour must be known. Article 2 (h) says, that “treatment means ... processes ... in
order to … facilitate its handling”. Finally, Article 11 (1.b) asks for: “ – visual inspection of the
waste at the entrance and at the point of deposit and, as appropriate, verification of conformity
with the description provided in the document submitted by the holder”, so simple and easy
tests to be carried out on the field and followed by the operators must be defined.
Further, the Council Directive establishing criteria and procedures for the acceptance of waste at
landfills, pursuant to Article 16 and Annex II of mentioned Directive on waste landfilling
included “consistency” among the basic parameters to be evaluated for waste characterization
before landfilling; for specific cases it is also demanded, that EU Member States must set
criteria to ensure a sufficient physical stability and bearing capacity of waste.
8
HORIZONTAL – Report No. 22
It is also to be pointed out that in many analytical methods for sludge characterization (e.g. pH,
dry matter, leachability, etc.) different procedures are indicated depending on whether the
sample to be examined is liquid or not, is solid or not, but no procedures are given for
evaluating such properties. The importance of the physical consistency is also true for the
characterization of bio-waste and soil.
For WP7 two desk studies were performed: No. 21 for the parameter "Flowability" and No. 22
for the parameters "Solidity", "Thixotropic Behaviour" and "Piling Behaviour". The work was
coordinated in WP7 and done in cooperation of the involved teams. Therefore the reports
No. 21 and No. 22 contain some chapters (1.1 – 1.5 and 2) and the list of standards and nonstandardised methods (Annex 1) in common.
1.3
Desk studies subject
The Task Group 3 (TG3) of CEN/TC308/WG1 defined 3 physical states for sludge
(CEN/TC308/WG1/TG3, 2000):
a) Liquid:
sludge flowing under the effect of gravity or pressure below a certain threshold.
b) Paste-like: sludge capable of continuous flow under the effect of pressure above a certain
threshold and having a shear resistance below a certain threshold.
c) Solid:
sludge having a shear resistance above a certain threshold.
This firstly involves the necessity to set up methods to measure values in the range of the
boundary area between liquid and paste-like behaviours (limit of flowability) and that between
solid and paste-like (limit of solidity).
Further, the thixotropic behaviour of solid materials (from “the solid to the liquid state and vice
versa”) must be evaluated, together with the piling behaviour referred both to “compaction and
physical stability”.
Also the CEN/TC292/WG2, in the method prEN 12457 for the characterisation of waste
included in Annex B (Informative) the description of a test for determining whether waste is in
the liquid state (CEN/TC292/WG2, 2002).
Although the methods to be developed are partly known and used in other technology fields,
e.g. soil mechanics, materials for construction works (concrete, suspensions), etc., widely
accepted methodologies for the evaluation of above properties, able to give comparable and
reliable results, are not available yet.
It therefore follows the necessity to define simple and reliable measurement procedures to be
applied in the field, together with those to be used as reference in laboratory.
Standardisation procedures for Horizontal material examination will consist of
-
Sampling, transport, preservation, storage
Pre-treatment
Measurement and evaluation of results.
HORIZONTAL – Report No. 22
9
1.4
Evaluation of needs for control of operations and material characteristics
1.4.1 Evaluation of needs for control of operation
The purpose of using characterisation standards is to control and ascertain the material
amenability to handling and different operations. Materials considered are
Sewage sludge
Waterworks sludge
Bio-waste and
Soil.
Materials, which cannot be utilised, are subjected as waste to the Landfill Directive (Council
Directive 1999/31/EC), resp. the ordinances of the member states. The member states had to
translate this directive into national law. In Germany e.g., there is the landfill ordinance, which
became operative on 10.07.2002. Furthermore there does exist the waste disposal ordinance, it
is a kind of adjustment resp. update of the German “TA Siedlungsabfall”. By this regulation
among other things the limit value of ≥ 25 kN/m² for vane shear strength – termed here in the
HORIZONTAL Report - was set.
For this regulation it is not important, from where the materials come from. It is valid for
different resp. all kinds of wastes: bio-waste, solidified wastes, soils, etc.
For handling and operating these materials many parameters should have to be known; they
include homogeneity, particles sizes and shape, solids (total, suspended, volatile) that, if
available, could define the range of variation of variable considerations (i.e. viscosity, etc.).
The parameters flowability is an overall parameter taking into account all above mentioned
material properties or characteristics. In particular, the flowability evaluation for sludges,
including wastewater, waterworks and similar sludges, is of fundamental importance in many
operations such as pumping, transportation, storage, dewatering, stabilisation, spreading, etc.
also considering the possible formation from a gel to a liquid (sol) and vice versa. Similarly, for
bio-waste, including the shredded organic fraction of municipal solid waste (OFMSW), in
operations such as handling, digestion, reuse, etc. the measure of the parameter flowability have
to be considered. Finally, for fine-grained soils, the water content (and therefore consistency
and flowability) has always been considered an important indication of their mechanical
properties. Moreover in case of soil slurries it is very important to verify flowability as a
measurement of their workability and time of setting.
The solidity is also a parameter, which concerns all the material properties or characteristics
mentioned above. The determination of this parameter is getting more important for handling of
solid materials like dewatered sludge, other bio-waste – e.g. in terms of pieces (compost) – and
soil, where the grain size distribution and water content have to be considered, during
operations like pumping, transportation, storage, etc.
The measurement of thixotropic behaviour for solid materials is especially for dewatered
sludges like sewage, waterworks and related sludges relevant. By dewatering and storage the
sludge will become solid. During operations such as transportation the sludge is getting due to
the vibration of e.g. a truck in a liquid state.
The piling behaviour evaluation is for dewatered sludge, particular bio-waste and soil of
importance. The determination of the piling angle is a useful instrument to characterise the
storage properties and calculate the space, which is needed for e.g. storage and transportation of
the above materials. Together with the thixotropic behaviour the piling behaviour refers to the
compaction and stability.
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HORIZONTAL – Report No. 22
However, the development of reliable measurement procedures of all parameters is not a simple
matter, because measurements are influenced by below described properties or characteristics.
This means that those factors must be considered with great attention and methods defined by
avoiding any negative interference with them during measuring procedures. For this reason, it is
first necessary to select, if any, the most adapted standards or non-standardised methods
applicable to sludge, bio-waste and soil, or to develop a new one, and then to carry out parallel
tests to evaluate how they are affected by the other specific characteristics. In addition, these
aspects require to be investigated for both laboratory methods, to be adopted as a reference, and
simple tests to be applied in the field.
1.4.2 Material characteristics
1.4.2.1 Sewage sludge
Sewage sludge can be produced from several processes (primary sedimentation, activated
sludge process, aerobic or anaerobic digestion etc.). Their solid content cover a wide range from
1 to 30%, while different total volatile solids percentage on dry matter can vary from 75% to
45%. The presence of coarse particles is strongly related to the sieve adopted in head-works or
external material used in some processes (anaerobic co-digestion, etc.). Sewage sludge covers a
wide range of physical state from liquid to solid. Bibliography does not offer a characterization
of particle size distribution of sewage sludge, a wide range of these characteristics is forecasting
in relation to the process adopted (opening of sieves etc.) and different type of sewage sludge
treated. Some indications are found for sewage sludges (see Table 1 [1]).
Material
Process
Sewage sludges
Aerobic
WTS
process
Mixed
primary Mesophilic
sludges
anaerobic
ADS
digestion
TS basis
TVS basis
% cumulative retained w.w.
% cumulative retained w.w.
5 mm
2 mm
0.84 mm
5 mm
2 mm
0.84 mm
0
3,7
9,4
0
4,7
8,4
0
10,5
18,5
0
15,5
30,5
Table 1: Particle size distribution of sewage sludges
Each kind of sludge was analysed for its particle size distribution by wet sieving, using three
sieves with openings of 5,2 and 0.82 mm. According to these data the samples can be divided
into four conventional classes: coarse (>5 mm), medium (from 5 to 2 mm), medium-fine (from
2 mm to 0.84 mm) and fine (<0.84 mm). It can be noted that the sewage sludges have no coarse
particles but a different percentage of medium and fine particles.
The most diffuse sludge characterization is that rheological, beside CST – capillary suction
time, R specific resistance to filtration etc.. Rheological parameters (yield stress, viscosity and
thixotropy) were originally applied to calculation of the head losses in sludge pumping
operations, recently it has been shown that they can affect filtration, thickening [2], pumping [3,
4] and constitute useful on line control parameters for sludge conditioning and dewatering [5, 6,
7].
Rheological measurements of sewage sludges have been performed using commercial rotational
viscometer. The rheological properties normally determined by using the Bingham plastic
model are the yield stress (YS) (that is the stress required to start the material flowing) the
HORIZONTAL – Report No. 22
11
plastic viscosity (that is the internal resistance to flow under defined shear rate). The
Thixotropy, determined by the hysteresis area, is only sometimes observed (Table 2) [8].
Sludge
Process
TS range
TVS/TS
%
YS
Plastic viscosity
Pa
mPa*s
Mixed
3.0-14
0.52
1.90-185
30-630
Primary
7.0-16
0.43
1.0-49
20-320
Activated
3.0-9
0,73
5.0-214
70-1110
4.0-10
0.53
0.07-58
10-410
4.0-9
0.59
1.0-112
20-390
3.5-5.0
0.5-0.6
0.4-1.6
8.0-24
3.5-5.0
0.5-0.6
0.1-0.5
11.0-17
Mixed Sludges
Aerobically
stabilized
Mixed Sludges
Anaerobically
digested
Mixed sludges
Mesophilic
anaerobic
digestion
Mixed sludges
Thermophilic
anaerobic
digestion
Table 2: Rheological properties of sewage sludges
Mechanical properties of sewage sludge in solid state were studied with the aim to define the
feasibility of landfill disposal; a correlation between shear strength and dry solid matter for
sewage sludge was done using a Vane apparatus (Fig. 1) [9], sludges are suitable for landfilling
if their shear strength is of 10 kN/m² at least (limit value in Italy).
Fig. 1: Collation between shearing strength and dry solid method [9]
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HORIZONTAL – Report No. 22
1.4.2.2 Waterworks sludge
In DVGW W221-1 [10] sludges are defined as solid-water suspensions capable of flowing after
sedimentation, flotation or thickening. Dewatered sludges are sludges, which were dewatered by
natural or mechanical treatments until they are no longer able to flow.
Sludges from water treatment contain several phases differing by their physical state and/or
chemical nature. The space distribution of these phases, as well as the physical-chemical
interactions between them, gives to sludges their cohesion. A too low cohesion of sludges
and/or its high fluctuation in the time commonly generates handling (shovelling- and spreadingability) and storing difficulties.
An orderly utilisation and disposal of waterworks sludges need the control of the mechanical
properties in order to ensure a quality that is demanded for storage, transport and handling. The
mechanical measurements are to be seen and done in connection with other measurements that
have been or will be standardised. There are to be mentioned methods for chemical and physical
parameters (chemical elements, dry solids, loss on ignition, pH-value) and operational methods
(capillary suction time CST, specific filtration resistance). The different composition of
waterworks sludges with inorganic (Fe, Ca, Al etc.) and organic (Algae, humid substances,
powdered activated carbon etc.) substances depending on the source of raw water and water
treatment processes must be considered. An inquiry from Wichmann et al (2002) [17] showed,
that the waterworks sludges of different types in Germany amounted in 1998 to ca. 181.000 t
DS (Lime sludge 40%, Iron sludge 14%, Fe-/Al-Flocculation sludge 13% and other 33%).
The composition of the sludge can be determined after [11] (10 parameters) in Table 3.
Parameter
Acid insoluble
(= HClins.)
TOC
Fraction [g/kg DS]
(Fictive value)
40
30
Mn
20
Mg
5
Al
20
SO4
5
CO3 (= TIC)
80
Ca –totalResidual-Ca
65
5.3
PO4 –totalResidual-PO4
10
1.6
Fe –totalResidual-Fe
415,7
414.8
Conversion in:
Insoluble components
(e.g. sand, activated carbon)
Total organ. content
(Factor: 2)
MnO2
(Factor: 1.58)
Mn(OH)2
(Factor: 2.,4)
Al2O3 x H2O
(Factor: 2.22)
CaSO4
(Factor: 1.42)
CaSO3
(Factor: 1.67)
Total
Table 3: Determination of the composition of sludge
HORIZONTAL – Report No. 22
Ca3(PO4)2
(Factor: 2.58)
Fe(PO4)
(Factor: 1.59)
Fe2O3 x 1,5 H2O
(Factor: 1.67)
Fraction
[g/kg DS]
40
60
31.6
12.0
44.4
7.1
(Ca: 2.1)
138.6
(Ca: 57.6)
13.7
(PO4: 8.4)
2.5
(Fe: 0.94)
692.6
1042.5
13
The range of 0.2 to 80 % dry solids contents of waterworks sludges to be utilized is quiet wide,
so that several different mechanical properties have to be measured. Possible measuring
methods are coming mainly from the soil mechanical or rheological working fields. There are
only few data on mechanical properties of waterworks sludges published. In Fig. 2 after
Mc Tigue et al. (1990) [12] e.g. the result of 72 measurement data of different waterworks
sludge types and dewatering processes are shown. A laboratory vane shear apparatus was used.
The vertical line marks the dry solids concentration of 35 % that was given from LAGA (1979)
[13] as a minimum value for disposal of wastes in landfills. Sludges with more than 35 % DS
were than be considered to be qualified for landfilling. The horizontal line marks the minimum
value of 25 kN/m2 for the vane shear strength that is now demanded from new regulations in the
TA Siedlungsabfall (1993) [14]. Approximately 90 % of the waterworks sludges tested after
mechanical dewatering could not fulfil the required minimum value.
40
2
Vane Shear Strength [kN/m ]
35
30
25
20
15
10
5
0
0
5
10
15
20
25
30
35
40
45
50
55
60
Dry Solid [% w/w]
Fig. 2: Comparison dry solid contents vs. laboratory vane shear strength [12]
1.4.2.3 Bio-waste
Organic fraction of municipal solid waste (OFMSW) is utilized for anaerobic and composting
treatment. Anaerobic digestion or co-digestion with sewage sludges is a well-known process
where rheological parameters have been studied to control process.
TVS basis
TS basis
Material
Process
Fresh mechanically Mesophilic
sorted (F) OFMSW
% cumulative retained w.w. % cumulative retained w.w.
5 mm
2 mm
0.84 mm
5 mm
2 mm
0.84 mm
8,2
11,1
18,3
6,7
21
23,5
anaerobic
digestion
Pre-composted
Mesophilic
19,7
26,1
mechanically sorted anaerobic
( )O
14
S
di
i
HORIZONTAL – Report No. 22
(P) OFMSW
digestion
Blend of source
Mesophilic
sorted and
anaerobic
6,6
11,5
18,3
12,7
16,8
24,2
mechanically sorted digestion
OFMSW
Table 4: Particle size distribution of OFMSW
The OFMSW was analysed for its particle size distribution by wet sieving, using three sieves
with openings of 5, 2 and 0.82 mm. According to these data the samples can be divided into
four conventional classes: coarse (>5 mm), medium (from 5 to 2 mm), medium-fine (from 2
mm to 0.84 mm) and fine (<0.84 mm). The fresh mechanical sorted OFMSW show up to 18 and
24% of particles greater than fines for TS and TVS, respectively. The coarse particles are
mainly extraneous materials (plastics, baggage, etc.), which have no influence on digester fluiddynamic [21, 22].
Rheological measurements of OFMSW aerobically and anaerobically treated have been
performed using commercial rotational viscometer. The rheological properties normally
determined by using the Bingham plastic model are the yield stress (YS) (that is the stress
required to start the material flowing) the plastic viscosity (that is the internal resistance to flow
under defined shear rate). The Thixotropy, determined by the hysteresis area, is only sometimes
observed (Table 5) [21, 22].
Sludge
Process
TS range
TVS/TS
Plastic
Thixo-
viscosity
tropy
Pa
mPa.s
Pa/s
4.8-32.7 0.43-0.49
0.4-63
9-840
6.8-25.2 0.47-0.50
0.1-102
17-1660
5.8-35.1 0.46-0.56
0.2-61
6-560
0.25-1.2
8.0-54
%
OFMSW
Thermophilic
mechanically
anaerobic digestion
YS
sorted and precomposted
Fresh OFMSW
Thermophilic
mechanically
anaerobic digestion
sorted
OFMSW
Thermophilic
mechanically
anaerobic digestion
sorted enriched
with source
sorted fraction
OFMSW
Anaerobically
4.4-18
0.52
12-125
digested under
mesophilic and
HORIZONTAL – Report No. 22
15
semi-dry conditions
OFMSW
Anaerobically
5.0-32.7
0.48
0.26-37.7
10-420
36-161
digested under
thermophilic and
semi-dry conditions
Table 5: Rheological properties of OFMSW aerobically or anaerobically treated
Bio-waste includes also compost, which is derived from aerobic decomposition of recycled
plant waste, bio-solids, fish or other organic material. It is a mixture of decaying organic matter,
as from leaves and manure, used to improve soil structure and provide nutrients.
The sizes of compost pieces can vary within a wide range according to the type of compost e.g.
organic municipal waste. From there the sampling and especially the pre-treatment are of great
importance. For reliable measurements the grain size has to be uniform. If needed, the material
has to be also compacted in order to avoid voids of higher dimensions, which could influence
the results.
1.4.2.4 Soil
Soils are particulate systems and can cover a wide range of physical state from liquid to solid,
depending mainly on the size and mineralogy of the particles and on the water content. In
particular, soils are divided into coarse-grained soils and fine-grained soils. The surface of the
particles has a negative electrical charge, whose intensity depends on the soil mineral. These
surface forces exist in addition to the volume forces of the particles and in fine-grained soils
they play a dominant role in the mechanical and rheological behaviour. The surface forces
strongly depend on the water content and more in general on the chemical composition of the
interstitial fluid.
For this reason, it is very important to set up standards that can define different physical states
considering not only the water content but also the chemical composition of the pore fluid.
The classification of a granular soil is completely defined by the grain distribution curve, the
shape of particle and its specific volume. Whereas the procedure for particle size analysis is
well defined and easy to perform (by a simple sieve analysis), a procedure for characterising the
particle shape is not available and it should be defined as the particle shape strongly influence
the mechanical behaviour of these type of soils.
The behaviour of cohesive soils depends on its mineral composition, the water content, the
degree of saturation and its structure. A fine-grained soil can be in a liquid, plastic, semi-solid or
solid state, depending on its water content and this physical state is called consistency. The
upper and lower limits of water content within which a clay element exhibits plastic behaviour
are defined as liquid limit and plastic limit. The procedure is standardised (ASTM D4318) but it
is recognised to be strongly affected by the operator experience. Typical values of liquid limit
for natural fine-grained soils range from 40% up to 90% of water content and the plastic limit
from 10%-50%. Many correlations have been proposed relating the mechanical characteristics
of cohesive soils and the consistency limit; each of them is valid for the specific type of soil for
which it was verified. Table 6 gives an overview of several grain distributions of different
standards. The last one (British Standard) is also valid for Germany e.g. and other European
countries.
16
HORIZONTAL – Report No. 22
Table 6: Grain size of soils according to different classification systems
HORIZONTAL – Report No. 22
17
1.5
Search for existing Standards and Methods
The first action carried out is consisted in searching for existing standards and non-standardised
methods to be possibly used or adapted for utilisation in the specific field of consistency
evaluation.
To this purpose, the following standardisation organisations were contacted:
•
ISO at www.iso.ch
•
ASTM at www.astm.org
•
CEN at www.cenorm.be
•
UNI at www.uni.com
•
DIN at www.beuth.de
•
AFNOR at www.afnor.fr/portail.asp
•
BSI at www.bsi.org.uk
•
ASAE at http://webstore.ansi.org/ansidocstore/default.asp
Other information was obtained through personal contacts with experts in the field.
In addition, to obtain selected information, the following keywords were used for research in
each web site (among other things): consistency, viscosity, flowability, shearing, sludge, soil,
physical properties, flow properties, suspensions, and compactibility. The different materials
resulted from the research were resins, plastic, lubricant, cement, asphalts/bitumen, etc.
The complete list of standards is reported in Annex 1, from which it can be seen that more than
250 standards and non-standardised methods are potentially applicable to consistency
evaluation.
1.6
Basic informations
1.6.1 Solidity
Solidity is the state in which a substance has no tendency to flow under moderate stress, resists
forces (such as compression) that tend to deform it, and retains a definite size and shape. It
describes the consistency of a solid resp. the limit solid/ paste-like.
For determination of solidity besides the resistance to pressure, the flexural resistance and
tensile strength the “undrained shear strength cu” (compare Eq. 2) is an important parameter.
Shear may be defined as the tendency of one part of e.g. a soil mass to slide with respect to the
other. This tendency occurs on all planes throughout the soil mass. The singular plane of
interest, however, is the plane of potential failure, called the plane of rupture. Shear strength, as
measured along this plane of interest, is the ability of the mass to resist the occurrence of a shear
failure between the soil above and below the plane. Masses, e.g. soils have the ability to develop
strength in shear. Different material groups develop this strength in different ways.
Generally the cohesion (c), as defined by the Geotechnics, has to be determined on basis of the
evolution of the shear strength (τ) as a function of the applied axial strength (σ) using the
Coulomb rule:
τ = c + σ ⋅ tan ϕ
18
(Eq. 1)
HORIZONTAL – Report No. 22
where ϕ is the angle of shearing resistance or friction angle. For sludges it has been observed
that ϕ is near zero (Costet and Sanglerat, 1975 [24]). For this reason it is reasonable to equal
τ and c (see Eq. 2). Furthermore, several authors (Gazbar, 1993 [25]; Tisot et al., 1997 [26])
considered that the yield stress (the stress above which the sludge is deformed) is equal to τ .
τ f = cu
where cu is the undrained cohesion or the undrained shear strength.
(Eq. 2)
The ability of a mass to support vertical loads and to resist the sliding effect of lateral loads is
governed to a large extent by the shear strength of the material. It is therefore important to
determinate accurately the shear strength of mass situated beneath and in close proximity to the
proposed construction. There are several field and laboratory tests by which shear strength can
be determined with reasonable accuracy: Triaxial compression tests, vane shear tests or direct
shear tests. Besides the determination of the “bearing capacity” the “unconfined compression
strength", which is determined as twice the undrained shear strength (Eq. 3), and the "California
bearing ratio" are important parameters.
qu = 2 ⋅ cu
(Eq. 3)
Penetration apparatuses are also being suitable for measuring the consistency resp. shearing
strength, which is determined in this case with the aid of a constant depending on the
dimensions of the cone tip (see chapter 4.1.1, Eq. 7).
In general the tension or compression tests consist in measuring the strain in relationship to the
applied stress. From a conventional stress-strain curve (Fig. 3) it can be identify four different
ways, in which the material behaves, depending on the induced strain [27]:
-
Elastic behaviour: when the load acting on the material is removed, the sample returns
to its original shape, (the stress is proportional to the strain),
Yielding: a slight increase in stress above the elastic limit induces a breakdown of the
material and cause it to deform permanently,
Strain hardening: while the material is sheared, the deformation is permanent and there
is no proportionality between the stress and the stress,
Necking: a crack occurs in a localized region.
Fig. 3: Schematic stress-strain curve of solid materials [28]
HORIZONTAL – Report No. 22
19
1.6.2 Thixotropic behaviour of solid materials
Thixotropy or thixotropic behaviour is available, when the viscosity of a substance (shear rate
γ! = const.) decreases with the time, but after a defined period of rest the initial value of the
viscosity is reached again (Fig. 4, [29]). The reasons for this behaviour are special formed
chem./phys. bonding forces, which influence the relocatability against each other of those
components and which are destroyed by the shear strain and during the non-operated time are
complete reversible regenerated. Distinctive thixotropic properties are founded e.g. for solid
materials with polar surface in covalent matters.
Fig. 4: Thixotropy in viscosity-time-graph ([29] modified)
Fig. 5: Thixotropy in flow curve graph and viscosity curve ([30] modified)
If the increasing curve in the flow curve graph (Fig. 5, left, I) is located above the decreasing
curve (II), this behaviour is called thixotropic. The received Hysteresis area is a degree of
intensity of the constructiveness forces (e.g. structure of gel). In general this area is termed "A"
and has the unit "power" related to the sheared volume. If the power is multiplied by the shear
time (I+II) the "work" is resulted, which is necessary in order to destroy the thixotropic structure
of the bonding forces in the substance volume [30]:
20
HORIZONTAL – Report No. 22
A = τ ⋅ γ!
A=
A=
1

⋅
Pa

s 

N 1 N⋅m 1
⋅ =
⋅ 3
m2 s
s
m
work
1
power
⋅
=
sheartime volume volume
Beside the time-depended reduction of the viscosity (with a constant shear rate) there does exit a
decrease of viscosity due to intensity of the shear rate (Fig. 5, right).
If a material is anti-thixotropic, the position of the increasing curve in the flow curve graph is
below the decreasing curve. This aspect is called "rheopexy" or also negative thixotropy. In
practise it means the material is getting solid during the time of shear stress [29]. However, in
this report only materials with a thixotropic behaviour are considered. In particular the value
“shear strength”, which is mostly determined for the parameter “solidity”, is observed, whether
it falls below the given threshold - because of shear stress - or not.
Also waterwork and sewage sludges often show thixotropic behaviour. During shear stress the
sludges change from the solid to the liquid state, which may hinder the utilization of the sludges
during transport and handling. It must be ensured that dewatered sludges are not fluidized
during transport and handling. Therefore it must be measured whether the material is behaving
thixotropic and if so under which conditions.
1.6.3 Piling behaviour
The materials of interest (sludge, bio-waste and soil) usually have to be stored during
transportation or storage in e.g. piles or containers. To avoid problems with succeeding handling
operations the pieces of these materials should undergo no major changes in form and
consistence. From there it is of great importance to investigate the piling behaviour, which is
displayed by the Horizontal materials.
The "compactibility" or "compressibility" is a first supporting parameter for determination of
the piling behaviour. These parameters could give informations about how much a stratum of
piled material can settle due to the loading of the material placed above.
The measurement of the "piling angle (angle of rest)" or "slope angle" is also a very helpful
parameter to determinate the piling behaviour [48]. It is a new method, which is still in a
development stage, but due to the easy measurement procedure and variability (compare chapter
3.3 et seq.) a promising tool for the investigation of all materials of interest. The instrument for
measuring these parameters consists of a simple box with turnable sidewalls. After filling the
box - where necessary compacting the material – and the sidewalls were turned over, the natural
slope angle of the remaining material can be measured on each side of the sample remaining on
the box base. Because of the average of four values the result are mostly reliable. A further
important aspect is that the friction between the sidewalls and the material to be tested does not
affect the final result.
HORIZONTAL – Report No. 22
21
2.
EXISTING STANDARDS OR DRAFT STANDARDS
The research of existing and draft standards to be utilized as laboratory and field methods for
Horizontal standardization has been carried out in cooperation of the teams involved in WP7 by
consulting the web sites of standardization boards (cp. section 1.5). Besides these standards
some non-standardised methods, which are also used in practice, were acquired. The keywords
used for the research have included the possible field and relevant properties for which the
standards may be applicable. The expert's of WP7 has submitted titles to a preliminary
examination and the selected standards (considered for further discussion) have been acquired.
They can be divided generally in to four parameter groups: flowability, solidity, thixotropic
behaviour and piling behaviour.
2.1
Flowability
Keywords beside the item flowability:
!
!
!
!
!
!
!
!
!
!
!
Bitumen
Cement/concrete
Consistency
Plasticity
Plastics
Sludge (sewage)
Soil
Slurry
Thixotropy
Viscosity
Waste
In this group 129 standards and non-standardised methods have been found and 90 standards
and non-standardised methods have been considered for further discussion.
2.2
Solidity
Keywords beside the item solidity:
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
Cement
Concrete
Cone
Consistency
Mechanical properties
Needle
Penetrometer
Plasticity
Road materials
Shearing strength
Sludge (sewage)
Soil
Soil properties
Vane
Waste (solid)
In this group 68 standards and non-standardised methods have been found and 32 standards and
non-standardised methods have been considered for further discussion.
22
HORIZONTAL – Report No. 22
2.3
Thixotropic behaviour
Keywords beside the item thixotropic behaviour:
!
!
!
!
!
!
!
Cementitious & concrete materials
Concrete
Consistency
Fluidity
Penetration ball
Road material
Sludge (sewage)
In this group 15 standards have been found and 9 standards have been considered for further
discussion.
2.4
Piling behaviour
Keywords beside the item piling behaviour:
!
!
!
!
!
!
!
!
!
!
Cement
Cementitious & concrete materials
Concrete
Consistency
Flowability
Oedometer
Piling box
Plasticity
Soil
Waste (solid)
In this group 13 standards and non-standardised methods have been found and 8 standards and
non-standardised methods have been considered for further discussion.
The list of the collected titles is reported in Annex 1. The list of standards considered for further
discussion is presented in chapter 3.
HORIZONTAL – Report No. 22
23
3.
EVALUATION OF DRAFTING A HORIZONTAL STANDARD
On the basis of the selected list of standards and non-standardised methods for further
consideration the methods for the determination of solidity, thixotropic behaviour and piling
behaviour of sludge, bio-waste and soil have been divided into several groups, according to the
instruments used for measuring:
3.1
Solidity
o
o
o
Shearing apparatus
Vane testing apparatus
Penetrometers
3.1.1 Shearing apparatus
The shearing apparatuses in this section include among other things the apparatuses for direct
shear tests, triaxial compression tests and for tests for determination of unconfined compression
strength.
3.1.1.1 Standards analysed
The examined standard methods for the determination of solidity of different substances by
shearing apparatus are reported in Table 7:
Method
Material
ASTM D3080-98
Soil
Standard
Test material
Method for Direct
Shear Test of Soils
Under
Consolidated
Drained Conditions
Parameter
Consolid
ated
drained
shear
strength
Apparatus
Shear
device,
shear box,
porous
inserts,
loading
devices,
etc.
ASTM
D5311:
1992 (1996)
Standard
Test
Method for Load
Controlled Cyclic
Triaxial Strength of
Soil (cp. ASTM
D2850)
Saturated Cyclic
Triaxial
soils
in strength equipment
either
undisturbe
d
or
reconstitut
ed states
ASTM
D6243:
1998
Standard
Test
Method
for
Determining
the
Internal
and
Interface
Shear
Resistance
of
Geosynthetic Clay
Liner by the Direct
Shear Method
Geosynthe
tic
Clay
Liner
(GCL)
Internal
and
Interface
Shear
Resistan
ce
Shear
Device;
Normal
Stress and
Shear
Force
Loading
Device
and other
miscellane
ous
lab.
equipment
Standard
range
Normal
stress,
moisture
environment
(field
conditions)
Physical
meaning/purpose
1.
Wetting
and
draining of the test
sample
(normal
stress); 2. Displacing
one frame horizontally,
measuring
the
shearing force and
horizontal
displacement
Pressure:
The cyclic strength of
usually 100 a soil is evaluated
kN/m²
relative to a number of
factors, including: the
development of axial
strain, magnitude of
applied cyclic stress,
number of cycles of
stress
application,
development of excess
pore-water pressure,
and state of effective
stress
This
Test
Method
measures the total
resistance to shear
within a GCL or
between a GCL and
adjacent material. The
shear force is recorded
as a function of the
horizontal
displacement of the
moving section of the
shear box.
Utility/ field Evaluation
Considered
and found
not
appropriate
Evaluating
the ability of
a soil to
resist
the
shear
stresses
induced in a
soil
mass
due
to
earthquake
or
other
cyclic
loading
Considered
and found
not
appropriate
Considered
and found
not
appropriate
Table 7: Standards for shearing apparatus
24
HORIZONTAL – Report No. 22
3.1.1.2 Laboratory or field test feasibility
Most of these tests are performed in the laboratory, because the shear devices often require in
parts large space, thermostatic conditions, special force loading devices, which need electrical
power, etc.
3.1.1.3 Apparatus
The tests examined use the following types of shearing apparatus:
Shear devices (shear box) (Fig. 6)
Triaxial equipment (Fig. 7)
Fig. 6: Test samples in single and double shear (shear box) [32]
Fig. 7: Triaxial compression test showing test pressure and assumed plane of failure AB [33]
3.1.1.4 What is measured and how
For the determination of shear strength by direct shear test described in ASTM D3080 first
moisten and drain the test sample under normal stress. Then unlock the frames that hold the test
sample, and displace one frame from the shear device (shear box) horizontally and measure the
shearing force and horizontal displacement.
For the determination of the load controlled cyclic triaxial strength described in ASTM D5311 a
number of factors have to be consider. It is a very expensive procedure to determine the
shearing strength (ASTM D2850). That is why this test method will be discussed no further.
HORIZONTAL – Report No. 22
25
The test method for determining the shear resistance of Geosynthetic clay liner (GCL) described
in ASTM 6243 measures the total resistance to shear within a GCL or between a GCL and
adjacent material. The shear force is recorded as a function of the horizontal displacement of the
moving section of the shear box.
3.1.1.5 Material to be examined
The tests are mainly employed for the following materials
Soil material (e.g. saturated soils in either undisturbed or reconstituted states)
Lime treated material
Geosynthetic clay liner (GCL)
In general the materials are in solid forms.
3.1.1.6 Feasibility of the methods to the materials for the Horizontal project
In these existing standards only soil materials are investigated. For application to other materials
like sludge or bio-waste these materials must have a certain threshold of the consistency to
produce reasonable results. For solid material, however, the shearing apparatus can be a reliable
laboratory reference method to determinate the shear strength and thus the consistency.
Especially the direct shear test method is suited for relatively rapid determination of
consolidated drained strength properties, because the drainage paths through the test sample are
short, thereby allowing excess pore pressure to be dissipated more rapidly than with other
drained stress tests.
As the methods have to be suitable for the whole range of materials and not only for soil
materials the shearing apparatuses seem not appropriate for the Horizontal-Project.
3.1.2 Vane testing apparatus
Vane testing apparatus are used to measure the vane shear and determine the shearing strength
of compact materials like direct shear test or triaxial compression test. For the investigated
materials it is important that these materials are cohesive, because otherwise no shearing
strength occurs.
3.1.2.1 Standards and non-standardised methods analysed
The examined methods for the determination of solidity of different substances by vane testing
apparatus are reported in Table 8:
Method
ASTM D2573:
2001
Standard
Test
Method for Field
Vane Shear Test
in Cohesive Soil
ASTM
D4648:
2000
Laboratory
Miniature
Vane
Shear Test for
Saturated
FineGrained
Clayey
Soil
26
Material
Parameter
Shear
strength
of soil
Apparatus
Four
bladed
vane
Standard
range
Physical
meaning/purpose
Soft,
Determination of the
saturated,
torsional force required
cohesive
causing a cylindrical
soils
surface by the vane;
this force is then
converted to a unit
shearing resistance of
the cylindrical surface.
Saturated Shear
Vane
Applied
Determination
of
finestrength blade
torque: 60- torque
required
grained
Vane
90°/min
causing a cylindrical
clayey soil
device
surface to be sheared
with torque
by vane. The torque is
measuring
converted in shear
system
resistance
by
a
calibration constant.
(Method
A:
Conv.
calibr. torque spring
unit.
Method
B:
electrical
torque
transducer units)
Utility/ field Evaluation
Testing
shear
strength of
clayey soils
for
engineering
design and
construction
Testing
consistency
and
shear
strength of
clay soils for
engineering
design and
construction.
Considered
and found
not
appropriate
Considered
for further
investigation
HORIZONTAL – Report No. 22
DIN 4094-4:200201
Subsoil – Field
testing – Part4:
Field vane test
Saturated, Consiste Shear
finency:
vane
grained
apparatus
soils (clay,
(four
silt
and
bladed
organic
vane)
soils (DIN
4022-1,
DIN
18196);
ATV- Work report/ Sludges
Vane
Laboratory
ATV-Arbeitsbericht
shear
vane
[23]
strength shear
apparatus
Mechanical
properties of
waterworks’
sludges – Shear
strength [15]
Consistency
0 ≤ Ic ≤ 1,0
(paste-like
(pulpy)/solid(
stiff))
Soft
soils:
major vane;
stiff
soils:
minor vane
Determination
of
torque
required
causing a cylindrical
surface to be sheared
by vane.
Testing
shear
strength of
saturated,
fine-grained
soils
for
engineering
design and
construction
Cohesive
materials
Determination
of
horizontal torque by
the angle of rotation
indicated
by
the
apparatus and then
converting the torque
into
a
shearing
strength with the aid of
a spring constant.
Measuring of a value,
which is converted to a
shearing strength with
the aid of a constant:
The manufacturer of
the apparatus has
given scaling factors to
transform
the
measured values to
shearing strength.
Investigation Considered
of
sludges for further
for
investigation
landfilling/dis
posal
Waterwork Vane
Pocket
s’ sludges shear
vane
strength shear
apparatus,
several
vanes of
different
sizes
-
Investigation
of
mechanical
properties of
waterworks’
sludges
Considered
and found
not
appropriate
Considered
and found
not
appropriate
Table 8: Standards and non-standardised methods for vane testing apparatus
3.1.2.2 Laboratory or field test feasibility
In general vane shear tests are applicable for both laboratory and field test. There are simple
apparatus for measuring in the field and special apparatus for vane shear tests as laboratory
reference. The laboratory apparatus can be driven by electric power or manually.
3.1.2.3 Apparatus
The tests examined use the following types of vane testing apparatus:
Shear vane apparatus (four bladed vane; in situ; Fig. 8)
Vane device with torque measuring system (laboratory miniature vane; Fig. 9)
Besides these apparatuses another types of apparatuses, which are not reported in the standards,
but may be considered as a promising tool to test the solidity of the analysed materials - like
concentrated sludges e.g.-, are the following apparatuses:
-
Laboratory vane shear apparatus (Fig. 10)
Pocket vane shear apparatus (Fig. 11)
HORIZONTAL – Report No. 22
27
Fig. 8: Vane shear apparatus and geometry of field vanes [33, 34]
Fig. 9: Vane torque spring, electrical transducer details geometry and miniature vane blade
geometry [35]
28
HORIZONTAL – Report No. 22
Fig. 10: Laboratory vane shear apparatus [23]
pointer
carrier
82.5 mm
spring
vane No. 1
vane No. 2
vane No. 3
vane
Fig. 11: Pocket vane shear apparatus [15]
3.1.2.4 What is measured and how
Vane shear testing described in ASTM D2573 and DIN 4094-4 is one of the most common insitu methods for the estimation of the undrained shear strength of the soil. The vane is
introduced into the borehole to the depth where the measurement of the undrained shear
strength is required. Then it is rotated and the torsional force required to cause shearing is
calculated.
The Laboratory miniature vane shear test described in ASTM D4648 may be used to obtain
estimates of the shear strength of fine-grained soils. The vane assembly shall consist of four
rectangular blades. The vane inserted in a cylindrical tube containing the sample that is rotated
at a constant rate of 60 to 90°/min by a motorised vane device.
HORIZONTAL – Report No. 22
29
A torque transducer measures the torque required to cause a cylindrical surface to be sheared by
the vane. The torque is then converted to a unit shearing resistance (Pa) of the cylindrical
surface area by means of a vane blade calibration constant.
For determination shearing strength by laboratory vane shearing apparatus described in the
ATV-Arbeitsbericht (1989) [23] first prepare the sample (e.g. after DIN 18127 (1997) [31]): The
material – in this case sludge e.g. – is filled into the small Proctor vessel in three equal portions
and is compressed with ten knocks by the small Proctor hammer (2.5 kg weight). Then the
horizontal torque form shearing the sample through the penetrated vane is determined. The vane
consists of four rectangular blades. The vane apparatus, which is connected with the display
over a torque spring, is manually or electrically rotated and the vane cuts a cylindrical sample.
The torque is determined by the angle of rotation and the spring constant. When the sample
shears, the angle of rotation and the applied max. torque is kept by the scale. The torque is then
converted to a shearing strength with the aid of a constant.
The pocket vane shear apparatus described in the publication Mechanical properties of
waterworks’ sludges [15] has only a height of 82,5mm and does not need electrical power.
Because of the small size this apparatus is capable for simple field tests. It consists of a shear
apparatus with several vanes of different sizes, which can be applied for a wide range of
materials. The pointer and carrier of the display indicate the value, which is converted to a
shearing strength with the aid of a constant: The manufacturer of the apparatus has given scaling
factors to transform the measured values to shearing strength. These factors are developed for
soil measurements.
3.1.2.5 Material to be examined
The tests are mainly employed for the following materials
Soft saturated, cohesive soils
Saturated fine-grained clayey soils
Saturated fine-grained soils (clay, silt and organic soils)
Sewage sludges for landfilling
Waterworks’ sludges
3.1.2.6 Feasibility of the methods to the materials for the Horizontal project
In general the vane shear test is a test whose use is limited to the testing of cohesive materials
and cannot be used on coarse-grained materials. For soil materials e.g. it is not suitable for clays
containing any appreciable amount of silt or sand. Most of the materials, which should be
investigated in the Horizontal project, have this property.
The described standards and investigations in the past [23, 15] showed the feasibility of the
vane shearing test methods for cohesive materials like soils and sludges. For bio-waste and
related wastes of interest further investigations are necessary.
3.1.3 Penetrometer
A lot of standard and non-standardised methods are provided for testing the consistency of a
wide range of materials from fluid fresh mortars to solid soils by measuring the resistance to
penetration of cylindrical, conical or spicular tips. The methods can also be used to establish a
relationship between penetrometer resistance and water content of samples of identical
materials.
3.1.3.1 Standards and non-standardised methods analysed
The examined methods for the determination of solidity of different substances by penetrometer
are reported in Table 9:
30
HORIZONTAL – Report No. 22
Method
Material
ASAE S313.2 (94) Soil
ASAE S313.3 (99)
Soil cone
penetrometer
Parameter
Penetrat
ion
resistan
ce
ApparaStandard
tus
range
Cone
penetromet
er
(hand
operated)
ASTM C187-98
Hydraulic
Standard
test cement
method for normal
consistency
of
hydraulic cement
Consiste Vicat
ncy
Apparatus,
Weights
and
Weighing
Devices
ASTM
C405-82 Thermal
(1997)
insulating
Standard practice cements
for
estimating
consistency of wetmixed
thermal
insulating cement
Consiste Penetratio
ncy
n
Tester
(Three
pointed
steel
rods/spear
s)
ASTM C 807 - 99
Time of Setting of
Hydraulic Cement
Mortar by Modified
Vicat Needle
ASTM D1883-99
Standard
Test
Method for CBR
(California Bearing
Ratio)
of
Laboratory
Compacted Soils
Hydraulic
Cement
Mortar
Consiste Mod. Vicat
ncy
apparatus
Soils
(pavement
subgrade,
subbase
and
base/cours
e material
CBR
(Californ
ia
Bearing
ratio)
Bearing
Ratio Test
Apparatus
(Loading
Machine,
Mould,
spacer
disc, etc.)
Penetratio
n Piston
ASTM D217-97
Lubricating Consiste Penetrome
(-82)
greases
ncy
ter,
Standard
test
Standard
method for cone
Cone
penetration
of
lubricating grease
(Compare ASTM
D937)
ASTM
D2884:
1993 (1998)
Standard
test
method for yield
stress
of
heterogeneous
propellants by cone
penetration method
Heterogen
eous
propellants
(gel
and
emulsion
types,
containing
0-70% soil
additives)
ASTM D3441-98
Soil
and
Standard
test soft rocks
method for deep,
quasi-static, cone
and
friction-cone
penetration tests of
soil
Yield
stress
Penetrat
ion
resistan
ce (end
bearing
and side
friction)
Evaluation
Considered
for further
investigation
Considered
for further
investigation
Considered
and found
not
appropriate
Considered
for further
investigation
Considered
and found
not
appropriate
Water or air
bath: 25 ±
0.5°C; freely
drop for 5s;
Classificatio
n
of
Penetration
(table)
=>
several
cones
Magnesiu 42-60 mm of
m
cone
penetration penetration
cone and at 25°C
cup
Determination of the
depth, in tenth of a
millimetre, that the
standard
cone
penetrates the sample
under
prescribed
conditions of weight,
time, and temperature
Measureme Considered
nt
of for further
unworked,
investigation
worked,
prolonged
worked, and
block
penetration
Penetration of the
cone after 5s.
The yield stress is
calculated by the use
of a proper equation
The
yield Considered
stress is a for further
measure of investigation
the
forces
required to
initiate and
maintain
flow
Field cone
and friction
cone
penetromet
er
Mechanical
and
electric
types
Penetration resistance
with depth during the
steady
slow
penetration
of
a
pointed rod into soil
ASTM D5778-95
Subsurfac Resistan Friction
Standard
test e soils at a ce
to cone
penetrati penetromet
method
for slow,
HORIZONTAL – Report No. 22
Physical
Utility / field
meaning/purpose
Measuring of the Cone
index: The force per
unit
base
area
required to push the
penetrometer through
a specified very small
increment
of
soil.
Values
max
be
reported as X kPa at
Y mm depth or […]
Temp. : 20 - Determination of the
amount
of
water
27.5°C
required to prepare
(mixing
hydraulic
cement
water:
pastes for testing
23±1.7°C;
Procedure:
<30s
Sample
Measure the depth of Estimation of
Preparation: penetration of each of the
proper
21-24°C;
the spears 30s later, amount
of
average
and take the average water to be
difference < depth of penetration of used
in
± 25.4 mm. the three spears as the mixing
measure
of
the insulating
consistency for that cement.
test.
Time
required
to Determinatio
obtain the stipulate n of the time
penetration
of the of setting of
sample
cement
expansive
Max. particle Curves
of
Loadsizes
less Penetration-relation;
than ¾ in. Determination of the
(19mm)
Water Content (D 698
or D 1557)
-
-
-
Engineering
properties of
soil related
to design a.
construct. of
earthworks
and
foundations
for
structures
Cone tip projected Evaluation of
area is commonly site
referred
to
in stratigraphy,
Considered
and found
not
appropriate
Considered
and found
not
31
performing
steady
electronic friction rate
cone
and
piezocone
penetration testing
of soils
centimetres
for
convenience.
The
values stated in each
system
are
not
equivalents; therefore
each system must be
used independently of
the other.
ASTM D937-97
Petrolatum Consiste Penetrome Temperature Cone penetration is a
Standard
test
ncy
ter, Cone, : 25 ± 0.5°C means of measuring
method for cone
(empiric Oven
(water bath) with the firmness or
penetration
of
al)
(sample
consistency
of
petrolatum
preparation
petrolatum
)
BS 2000-49:1993
Methods of test for
petroleum and its
products. Part49:
Determination
of
needle penetration
of
bituminous
material
on
Semi-solid Consiste Peneand solid ncy
tration
bituminous
apparatus,
material
timing
device,
penetration
needle,
water bath,
etc.
BS 3712: Part 1: Sealants
1991
Building
and
construction
sealants: Part 1.
Methods of test for
homogeneity,
relative density and
penetration
Methods
of test
for
penetrati
on
CEN
00227146
prEN
13880-2
Hot applied joint
sealants – Part 2:
Test method for the
determination
of
cone penetration at
25°C
DIN 1168-2:197507
Building Plasters;
Requirements,
Testing, Control
DIN 51580:198904
Testing of
petroleum waxes;
Determination of
cone penetration
Hot
applied
joint
sealants
Consiste
ncy
(cone
penetrati
on
value)
BS EN 1426:1999
Bitumen
and
bituminous binders
– Determination of
needle penetration
Bitumen
Consiste
and
ncy
bituminous
binders
32
er
with
several
cone tips
Building
Plasters
Beginnin
g
of
stiffenin
g
Petroleum Consiste
waxes
ncy
(Cone
penetrati
on)
Normal
conditions:
test
temperature
25°C,
applied load
100g,
duration of
loading 5s
This consistency is
expressed
as
the
distance in tenth of a
millimetre
that
a
standard
needle
penetrates
vertically
into a sample of the
material
under
specified conditions of
temperature, load and
duration of loading
Penetrome
The primary aim of
ter,
these test methods is
penetration
to
enable
the
cones and
properties of sealants
needles
to be assessed and for
their quality to be
controlled, particularly
in relation to their
compatibility with other
materials and their
suitability
for
application to building
joints.
PeneTest
Value: Depth to which
trometer, conditions: a
standard
cone
suitable
temperature penetrates the test
penetration 25±0.3°C,
sample under defined
cone,
applied load conditions of mass,
water bath, 150±0.1mg, time and temperature
etc
duration of
loading
5±0.1s
Vicat
Temperature Measure
of
the
apparatus 18-25°C
duration (in minutes)
with cone
the cone sticks at a
(form of a
defined depth
needle)
Penetrome Test
Evaluation
and
ter, Pene- conditions: qualification of the
tration
temperature usability
for
Cone, etc. 25°C,
determined
applied load application.
(weight
of Measurement: tenth of
penetration millimetre.
cone) 150g,
duration of
loading
5±0.1s
Penetrome Normal
Consistency,
ter,
range:
expressed as depth in
Penetratio 500x0.1 mm, tenth of millimetre
n needle, 25°C,
which a stand. needle
water bath, applied load under
determined
etc.
100g,
and conditions
duration of (temperature, load and
homogeneity
and depth of
firm layers,
voids
or
cavities, and
other
discontinuitie
s
These
measureme
nts
are
useful
for
selecting or
specifying,
or both, a
petrolatum
of
a
particular
consistency
or firmness.
appropriate
Considered
for further
investigation
Considered
for further
investigation
-
Providing a Considered
body of test for further
methods
investigation
suitable for
the
wide
range
of
sealants of
different
types
and
properties
now
available on
the market.
Considered
for further
investigation
-
-
Considered
for further
investigation
Considered
for further
investigation
-
Considered
for further
investigation
-
HORIZONTAL – Report No. 22
loading 5s.
Penetration
> 500x0.1:
15°C
ISO/DIS
13765- Refractory Consiste Penetrome Test
1:2001-12
mortars
ncy
ter, cone, conditions:
Refractory mortars
container applied
Part
1:
for
the load/mass of
Determination
of
sample,
the
cone
consistency using
etc.
150±0.25g,
the
penetrating
cone
ISO 2137:1985-11 Lubricating Consiste Penetrome Test
(DIN
ISO greases
ncy
ter, Cones conditions:
2137:1997-08)
and
(standard temperature
Petroleum products petroleum
and
25°C,
–
Lubricating
optional,
duration of
grease
and
cp. range), loading 5s
petrolatum.
etc.
Determination
of
cone penetration
ATV-Arbeitsbericht Sludges
Shear
Pocket
(ATV-Work Report)
strength penetromet
er
[23]
-
Geotester
Soils,
Shear
Pocket
water work strength cylinder
sludges
penetromet
er
with
several
cylinders
(plungers)
of different
sizes
-
duration
of
load)
vertical in a sample
relines.
The consistency of a
refractory mortar is
assessed by the depth
of penetration of a
specified cone into the
sample
Considered
for further
investigation
-
The distance that a
standard
cone
penetrates into a test
portion
under
standardized
conditions of load,
time, and temperature
MeasureConsidered
ment
of for further
unworked,
investigation
worked,
prolonged
worked, and
block
penetration
After putting manually
a force via a spring on
the
sample
the
penetration resistance
can be read directly
from the scale. With
the aid of a nomogram
(and a regression line)
the shearing strength
can be determined.
Measuring the force
required for shearing
the material. (It is
loaded in compression
to failure). Calculating
the stress by dividing
the force by the
surface area of the
cylinder.
Investigation Considered
of
sludges for further
investigation
for
landfilling/dis
posal
Subsoil;
Considered
investigation for further
of
investigation
mechanical
properties of
waterworks’
sludges
Table 9: Standards and non-standardised methods for penetrometer
3.1.3.2 Laboratory or field test feasibility
Laboratory penetrometers are quite simple instruments, which could also be used for field tests
as they do not request electric power supply and can operate at room temperature.
The field soil penetrometers are specific apparatus designed to supply data on engineering
properties of soil and include cone and friction-cone penetrometers of both mechanical and
electric types.
3.1.3.3 Apparatus
The tests examined use the following types of penetrometer:
Soil cone penetrometer (Fig. 12)
Vicat apparatus with different forms of needles (Fig. 13)
Laboratory penetration tester with three pointed steel rods/spears (Fig. 14)
Penetration piston, loading machine (CBR)
Penetrometer, standard cone and other forms of cone tips (Fig. 15)
Magnesium cone penetrometer for yield stress measurements (Fig. 16)
Field soil penetrometer (Field cone and friction cone penetrometer)
Besides these apparatuses another types of apparatuses, which are not reported in the standards,
but may be considered as a promising tool to test the solidity of the analysed materials - like
concentrated sludges -, are the following apparatuses:
HORIZONTAL – Report No. 22
33
-
Pocket penetrometer after Neuschäfer (Fig. 17)
Pocket cylinder penetrometer (Fig. 18)
Fig. 12: Soil cone penetrometer [36]
Fig. 13: Vicat apparatuses [37]
34
HORIZONTAL – Report No. 22
Fig. 14: Apparatus for measuring consistency by penetration [38]
Fig. 15: Penetrometer with standard and optional penetration cone (dim. in mm) [39, 40]
HORIZONTAL – Report No. 22
35
Fig. 16: Magnesium penetrometer cone [41]
Fig. 17: Pocket penetrometer after Neuschäfer [23]
36
HORIZONTAL – Report No. 22
Fig. 18: Pocket cylinder penetrometer [42]
3.1.3.4 What is measured and how
The Soil Cone Penetrometer described in ASAE S313.2 / ASAE S313.3, which is operated by
hand, has two cone base sizes. After selection the adequate cone is pushed into the soil at a
uniform rate of approximately 30 mm/s. The surface reading is measured at the instant the base
of the cone is flush with the soil surface. Marking on the shaft of the cone penetrometer
indicates the depths. Five to seven readings should be taken to establish the cone index and to
verify the presence of unique layers in the soil profile.
For determination of consistency by Vicat apparatuses described in ASTM C187, ASTM C807
and DIN 1168-2 first the sample is prepared. Contact the needle with the surface of the sample
and then release the needle. For the standard ASTM C187 the paste shall be a normal
consistency if the rod settles to a point 10 ± 1mm below the orig. surface in 30s after being
released. For the standard ASTM C807 the Vicat apparatus is modified and the preparation is
much more complex. Settlement for 30s, then determine the penetration of the needle at this
time and every 30 min until the needle fails to penetrate to the bottom of the mould (time of
setting). In the standard DIN 1168-2 the duration (in minutes) the cone sticks at a defined depth
is measured. The beginning of stiffening is reached if the needle remains in the sample at
18±2mm above the bottom. The duration is measured from the filling in the mould till sticking
in the sample. The tips can also be in form of a plunger.
The penetration tester described in ASTM C405 consists of three pointed steel rods resp. spears.
After preparation of the sample release the spears by means of the electrical switch. Measuring
the depth of penetration of each of the spears 30s later, and take the average depth of
penetration of the three spears as the measure of the consistency for that test.
For the determination of the California bearing ratio (CBR) described in ASTM 1883 use
laboratory compacted samples. The test apparatus consists of a penetration piston and loading
machine. Measuring of curves of load-penetration-relation and determination of the water
content is performed.
For measuring the consistency with the (standard cone) penetrometer partly described in
ASTM D217, ASTM D937, BS 2000-49, BS 3712, prEN 13880-2, DIN 51580, DIN EN 1426,
ISO/DIS 13765-1 and ISO 2137, determine the depth, in tenth of a millimetre, that the needle or
cone (in part several cone tips of different sizes) penetrates the sample under specific conditions
of weight/load (~150mg-150g depending on the analysed material), time (fixed duration of ~5s),
and temperature (~25°C); mostly classification of penetration range, e.g. 500x0.1mm.
The method for yield stress measurement of heterogeneous propellant makes use of a standard
magnesium cone penetrometer described in ASTM D2884. This method is similar to the
previous described methods. The penetration is determined at 25°C by releasing the cone-test
HORIZONTAL – Report No. 22
37
rod assembly from the penetrometer and allowing the assembly to drop for 5s. The cone will
essentially be at the rest in less than this time, so the exact timing is not critical.
The yield stress is the measure of the maximum shear stress that can be applied without causing
permanent deformation and is expressed in Pa. This value is calculated by measuring the cone
penetration depth and by using a proper equation that takes into consideration the balance of
involved forces.
In the standard test method for deep, quasi-static, cone and friction-cone penetration tests of soil
described in ASTM D3441 the end bearing and side friction component penetration resistance is
measured, which are developed during the steady slow penetration of a pointed rod into soil.
The apparatus uses both cone and friction-cone tips and may be mechanical or electric type. The
mechanical penetrometer uses a set of inner rods to operate a telescoping penetrometer tips and
to transmit the components of penetration resistance to the surface for measurements. The
electric penetrometer uses electric-force transducers built into a non-telescoping penetrometer
tip for measuring the components of penetration resistance. The results are reported as cone and
friction-cone resistance expressed in 100 kPa with depth in metres.
In the same way operates the standard test method for performing electronic friction cone and
piezocone penetration testing of soils described in ASTM D5778: A penetrometer tip with a
conical point having a 60° apex angle and a cone base area of 10 or 15 cm² is advanced though
the soil at a constant rate of 20mm/s. The force on the conical point (cone) required to penetrate
the soil is measured by electrical methods, at a minimum of every 50mm of penetration. Stress
is calculated by dividing the measured force (total cone force) by the cone base area to obtain
cone resistance. A friction sleeve is present on the penetrometer immediately behind the cone
tip, and the force exerted on the friction sleeve is measured by electrical methods at a minimum
of every 50 mm of penetration. Stress is calculated by dividing the measured force by the
surface area of the friction sleeve to determinate friction sleeve resistance.
The pocket penetrometer after Neuschäfer (CT-421) described in the ATV-Arbeitsbericht (1989)
[23] has a diameter of ca. 2cm, a length of ca. 18cm and a weight of ca. 200g. Manually a force
will be put via a spring on the sample. The penetration resistance can be read directly from the
scale. For an exact determination several cones (adapters) according to the consistency of the
investigated materials exist. The adapters have a relation diameter to height of 1:1. For
determination of consistency three penetrations in the same sample are necessary. Then the
penetrometer bearing is determined by a nomogram; the number of the cone size and the
indicated value from scale are the input values. The penetration bearing is converted in this case
by empirical regression line into a vane shearing strength.
The pocket cylinder penetrometer (Geotester) is originally capable for measuring the
unconfined compression strength (cp. ASTM D2166 and ASTM D5102), angle of internal
friction φ and the cohesion C.
The sample is loaded in compression to failure: The force required for shearing the material is
measured, it could be read directly from the scale. Stress is calculated by dividing the measured
force by the surface area of the cylinder (plunger) to determinate penetration resistance. Like
the penetrometer after Neuschäfer there do exist several cylinders of different sizes according to
the consistency of the materials.
3.1.3.5 Material to be examined
The tests are mainly employed for the following materials
Thermal insulating cements
Hydraulic cement (mortar)
Building plasters
Refractory mortars
Soil material (soil and soft rocks)
Heterogeneous propellants (gel and emulsion type)
38
HORIZONTAL – Report No. 22
-
Lubricating greases and petroleum
Petrolatum
Petroleum waxes
Bitumen and bituminous binders
Semi-solid and solid bituminous material
Hot applied joint sealants
Sewage sludges
Waterwork sludges
3.1.3.6 Feasibility of the methods to the materials for the Horizontal project
The penetrometers and Vicat apparatuses designed to test the consistency can be used to test the
solidity of substances like concentrated sludge, sludges at higher dry content or other materials
as they may assume a paste-like or solid consistency.
The Penetration tester and the CBR method are not as suitable as the methods described before.
The apparatus are specialised for the investigated materials like cement and soil respectively,
therefore a modification for determination the consistency of the Horizontal materials could be
much more complicated.
The cone and friction-cone penetration tests of described in ASTM D3441 and ASTM D5778
provide a good test method for determining the bearing capacity of soils. Most of the frictioncone apparatuses request electrical power and are due to their sizes not easy to handle.
Therefore these test methods won’t be further investigated.
HORIZONTAL – Report No. 22
39
3.2
Thixotropic behaviour of solid materials
For the determination of the thixotropic behaviour of solid materials especially for the
Horizontal materials a standard method does not exist. From there it should be investigated a
combination of methods for determination of the solidity like penetration, etc. and an energyinput in terms of "flow" apparatus to simulate the shear stress.
3.2.1 Standards analysed
The examined standard methods for the determination of thixotropic behaviour of different
substances are reported in Table 10:
Method
Material
Parameter
ASTM D 2196 - 81 NonRheologi
Rheological
Newtonian cal
Properties of Non- liquids
propertie
Newtonian
s
Materials
by
Rotational
Viscometer
BS EN 12350- Fresh
3:2000
concrete
Testing
fresh
concrete. Vebe test
BS EN 12350- Fresh
4:2000
concrete
Testing
fresh
concrete. Degree
of compactibility
BS EN 12350- Fresh
5:2000
concrete
Testing
fresh
concrete –Part 5:
Flow table test
BS EN 133951:2002
Products
and
systems for the
protection
and
repair of concrete
structures.
Test
methods.
Determination
of
workability. Test for
flow of thixotropic
mortars
CEN
00227124
prEN 13286-4
Unbound
and
hydraulically bound
mixtures – Part 4:
40
Trowelgrade
hydraulic
cement
mortars
CC,
polymer
modified
hydraulic
cement
mortars
PCC,
polymer
bound
mortars
PC
Unbound
and
hydraulical
ly bound
mixtures
Consiste
ncy
Consiste
ncy
(Degree
of
Compact
ibility)
Apparatus
Met.
A:
Brookfield
viscometer
Met.
B:
Brookfield
viscometer
Met.
C:
Brookfield
viscometer
Vebe
meter/
Consistom
eter
(container,
mould,
disc,
vibrating
table, etc.)
Container,
means of
compactin
g
the
concrete
(internal
vibrator,
vibrating
table), etc.
Standard
range
Shear rate
0.1-50 s-1
Physical
Utility / field
meaning/purpose
Apparent viscosity
Shear thinning and
thixotropy
thinning
of
Shear rate Shear
sheared mat.
0.1-50 s-1
Max. particle
size 63mm;
Vebe time:
5-30s.
Moving
assembly
(rod,
disc,
weight)
2750±50g
Max. particle
size 63mm;
Degree
of
Compactibilit
y: 1,04-1,46
Measure of the time
taken for the surface
of a disc to be fully in
contact with the grout
(Vebe time)
Mould,
detachable
baseplate
and
removable
Contain not
more
than
30%
by
mass
retained on
Mixture in CBR-type
mould
using
an
electrically
powered
vibrating hammer over
a range of water
Evaluation
Considered
and found
not
appropriate
Shear rate
0.1-50 s-1
Considered
and found
not
appropriate
-
The
concrete
is
Considered
compacted
by
and found
vibration
and
the
not
distance
from
the
appropriate
surface
of
the
compacted concrete to
the upper edge of the
container is used to
determine the degree
of compactibility.
Consiste Flow table, Not
Measuring the spread
Considered
ncy
mould,
applicable to of concrete (diameter)
and found
Compactin foamed
on a flat plate, which is
not
g bar, etc. concrete or subjected to jolting.
appropriate
no-fines
concrete,
max.
aggregate
size 63 mm
Workabil Mortar
Measure of the spread Protection
Considered
ity
mixer
or
(diameter) of a defined and repair of and found
(consiste concrete
test sample when concrete
not
nce)
mixer, flow
placed on a flow table,
appropriate
table and
with the spread being
truncated
achieved by a set
conical
number of jolts. (EN
mould, etc.
1015-3)
-
Laborato
ry
referenc
e density
and
Application Considered
to mixtures for further
used in road investigation
construction
HORIZONTAL – Report No. 22
Test methods for
laboratory
reference density
and water content Vibrating hammer
water
content
(+relatio
nship)
the 20 mm
sieve;
not
more
than
10%
by
mass of the
mixture
retained on
the 40 mm
test sieve.
CEN
00227125 Unbound Max. dry Vibrating Up to 12%
prEN 13286-5
and
density table,
mass fines
Unbound
and hydraulical and
moulds,
(<
0.063
hydraulically bound ly bound water
Surcharge mm), max.
mixtures – Part 5: mixtures
content base plate, particle size
Test methods for (cohesionl
etc.
of
the
laboratory
ess
materials to
reference density material)
be tested is
and water content 80 mm.
Vibrating table
DIN 1168-2:1975- Building
Among Mixer,
Temperature
07
Plasters
other
table,
: 18-25°C;
Building Plasters,
things: table, etc.
Requirements,
WaterTesting, Control
gypsumvalue
ISO 13765-2:2001- Refractory Consiste
12
mortars
ncy
Refractory mortars
Part
2:
Determination
of
consistency using
the
reciprocating
flow table
extension
piece,
Vibrating
hammer
(elec.),
Flow
tables and
mould,
mixer, etc.
-
contents. The range
includes the optimum
water content at which
the
maximum
dry
density
for
the
specified degree of
compaction
is
obtained.
The
mixture
is
compacted in a mould
by means of a load on
the top of the mixture.
The laboratory dry
density
and
corresponding water
content
are
determined.
Measure
of
the
diameter of the waterbuilding
plastermixture after it has
been
spread
by
operation
(several
impacts) of the table.
The consistency of a
refractory mortar is
assessed
by
the
increase in diameter of
a
sample,
when
subject to mechanical
agitation
using
a
reciprocating
flow
table
Application Considered
to mixtures for further
used in road investigation
material.
-
Considered
and found
not
appropriate
Considered
and found
not
appropriate
-
Table 10: Standards for thixotropic behaviour
3.2.2 Laboratory or field test feasibility
Due to the fact that many methods require large space and electrical power, the test methods
have to be generally simulated in the laboratory. The energy-input resp. the vibration of the
described apparatus mimics the transport conditions. For simple field test methods could be
created a small-sized robust design of the laboratory method, which is driven electrically, if
electric power is available, or manually by a hammer e.g.
3.2.3 Apparatus
The tests examined use the following types of apparatus:
Vebe meter (Consistometer) (Fig. 19)
Flow table (Fig. 20; Fig. 21)
Vibrating table (Fig. 22)
Vibrating hammer (Fig. 23)
HORIZONTAL – Report No. 22
41
Fig. 19: Consistometer (Vebe meter, dimensions in mm) [43]
Fig. 20: Flow table [44]
42
HORIZONTAL – Report No. 22
Fig. 21: Flow table and conical mould (dimensions in mm) [45]
HORIZONTAL – Report No. 22
43
Fig. 22:Vibrating table (dimensions in millimetre) [46]
44
HORIZONTAL – Report No. 22
Fig. 23: Compaction rig assembly with vibrating hammer (dimensions mm) [47]
HORIZONTAL – Report No. 22
45
3.2.4 What is measured and how
For testing fresh concrete with the Vebe meter described in BS EN 12350-3 the time taken for
the surface of a disc to be fully in contact with the grout is measured (Vebe time). This time
should be in the range of 5 to 30s. For determination of the degree of compactibility described
in BS EN 12350-4 the concrete is compacted by vibration. The distance from the surface of the
compacted concrete to the upper edge of the container is used to determine the degree of
compactibility. For determination of the consistency of concrete with the aid of a flow table
described in BS EN 12350-5 the spread of concrete (diameter) on a flat plate, which is subjected
to jolting, is measured. In a similar way the standard BS EN 13395-1 operates with mortars (cp.
also EN 1015-3).
For determination of the density and water content of unbound and hydraulically bound
mixtures samples in a CBR-type mould using an electrical powered vibrating hammer described
in prEN 13286-4 including a range of water contents have to be create of. The range includes
the optimum water content at which the maximum dry density for the specified degree of
compaction is obtained. Another apparatus for compaction is a Vibrating table described in
prEN 13286-5: The mixture is compacted in a mould by means of a load on the top of the
mixture. Then the laboratory dry density and corresponding water content are determined.
For the method described in DIN 1168-2 the diameter of the water-building plaster-mixture is
measured after it has been spread by operation (several hubs) of the table.
In the method described in ISO 13765-2 the consistency of a refractory mortar is assessed by the
increase of the diameter of a sample, when it is subjected to mechanical agitation using a
reciprocating flow table.
3.2.5 Material to be examined
The tests are mainly employed for the following materials
Fresh concrete
Hydraulic cement mortars
Unbound and bound mixtures
Building plasters
Refractory mortars
3.2.6 Feasibility of the methods to the materials for the Horizontal project
Important for the feasibility of methods for determination of the thixotropic behaviour for all
materials of interest is the combination of penetration tests and energy input. This input can be
applied electrically by vibrating apparatus or manually by hubs or knocks. For Horizontal
project in general all energy-input-apparatus are suitable. To simulate transport conditions the
vibrating apparatuses are well appropriate, whereby especially the external apparatuses like
vibrating table are rather suitable than the internal apparatuses like vibrating hammer. Also the
handling with the test samples is important (preparation, size of moulds, etc.). These items have
to be determined in further investigations.
46
HORIZONTAL – Report No. 22
3.3
Piling behaviour
o
o
o
o
Slump test apparatus
Compacting apparatus (e.g. Oedometer)
CPB- Cubic piling box (after E. Pasqualini [48])
"Turned Box"
3.3.1 Standards and non-standardised methods analysed
The examined methods for the determination of piling behaviour of different substances are
reported in Table 11:
Method
Material
ParaApparameter
tus
ASTM
Hydraulic Consiste Mould
C143/C143M-00
cement
ncy
Standard
Test concrete (slump)
Method for Slump
of
HydraulicCement Concrete
ASTM C143-74 (78)
Standard
range
Up to 37,5
mm in size,
not
applicable to
non-plastic
and
noncohesive
concrete
BS 1881-102:1983 Concrete
Testing Concrete –
Part 102: Method
for determination of
slump
Slump
Mould, etc. Slump 5-175
(Consist
mm,
max.
ency),
particle size
40mm
BS 1881-103:1993 Concrete
Testing Concrete –
Part 103: Method
for determination of
compacting factor
Compact
ing
factor
(Consist
ency),
BS
EN
11701:1998
Precast concrete
products – Test
method for glassfibre
reinforced
cement. Part 1:
Measuring
the
consistency of the
matrix – "Slump
test" method
ASTM D2435-96
Standard test
method for onedimensional
Sampling
tray,
Compactin
g
factor
apparatus,
etc.
Max. particle
size 40mm,
compacting
factor: 0.700.98; > 30
strokes per
layer
Glass-fibre Consiste Plastic or
reinforced ncy,
metallic
cement
tube, flat
plate with
nine
numbered
concentric
circles etc.
Soil
Compre Oedomete Minimum
r
sample
ssion
diameter-toindex,
height ratio =
Young
HORIZONTAL – Report No. 22
Physical
meaning/purpose
Concrete is placed and
compacted in a mould.
The mould is raised,
and
the
concrete
allowed subsiding. The
vertical
distance
between the original
and displaced position
of the centre of the top
surface of the concrete
is
measured
and
reported as the slump
of the concrete.
Filling the mould in
three layers, tamping
each layer, raising the
mould
vertically.
Measuring the slump:
determination of the
difference between the
height of the mould
and the highest point
of the sample being
tested
After
preparation
weigh the cylinder and
its contents. Mixing
with concrete of the
same sample, place in
a
cylinder
and
compact each layer by
using
compacting
apparatus; weigh the
cylinder. Compact the
sample once more.
Calculate the ratio:
mass of the partiallycompacted concrete
/ mass of the fully
compacted concrete.
Sample (200cm³) is
filled in the tube, lift the
tube vertically; after
30s read the number
of the circle reached
by
the
spreading
matrix
Soil is placed into a
mould and then
subjected to
incrementally applied
Utility/ field Evaluation
Laboratory
and
field
method
to
test
the
consistency
of hydraulic
cement
concrete
Considered
and found
not
appropriate
Classificatio
n
of
the
workability
(table)
Considered
and found
not
appropriate
Classificatio
n
of
the
workability
(table)
Considered
and found
not
appropriate
watercement ratio
(suitability
for pumping
and
compaction)
Considered
and found
not
appropriate
Compressibil Considered
ity and
for further
settlement
investigation
evaluation /
47
consolidation
properties of soils
modulus
CPB test: Cubic
piling box [48]
Particular Piling
and lightly behavio
compacted ur
materials
(soil,
waste,
etc.)
"Turned Box"
Piling
[Method in France]
behavio
ur
2.5
Minimum
diameter =
5 cm
Cubic
piling box
Minimum
dimensions
are related
to the grain
size of the
material to
be tested
Rectangul
ar Box
controlled-stress
vertical loading.
Settlements are
measured. Primary
and secondary
compressibility is
determined, as well as
rate of consolidation.
Material is placed into
the box and then the
sidewalls are
overturned. The
natural slope angle of
the remaining material
is assessed
Comment: Further
informations are
necessary.
in the
laboratory
Determinatio Considered
n of the
for further
piling angle investigation
of loose
materials
Table 11: Standards and non-standardised methods for piling behaviour
3.3.2 Laboratory or field test feasibility
These test methods are mostly performed in the laboratory, because they require a lot of
preparation. Special field test methods for determination of the piling behaviour don’t exist so
far. But for some apparatuses it is possible to create for simple field tests a small-sized robust
design of the laboratory apparatus according to the analysed material.
3.3.3 Apparatus
The tests examined use the following types of apparatus:
Moulds, if needed: laboratory tools (results: Fig. 24)
Compacting apparatus (e.g. Oedometer) (Fig. 25; Fig. 26; Fig. 27)
Plastic or metallic tube, flat plate
Besides these apparatuses another types of apparatuses, which are not reported in the standards,
but may be considered as a promising tool to test the piling behaviour of the analysed materials,
are the following apparatuses:
-
Cubic Piling Box (CPB) (Fig. 28; Fig. 29)
"Turned Box"
Fig. 24: Forms of slump [49]
48
HORIZONTAL – Report No. 22
Fig. 25: Compacting factor apparatus [50]
A special form of compacting apparatus is the Oedometer
load
cap
porous disk
Sample
rigid mould
porous disk
Fig. 26: Oedometer [48]
HORIZONTAL – Report No. 22
49
Micrometer
Load
Oedometer
Fig. 27: Device for loading [48]
sidewall
hing
base
Fig. 28: Cubic Piling Box at start of test (closed sidewalls) [48]
Fig. 29: Cubic Piling Box at the end of test (opened sidewalls) [48]
50
HORIZONTAL – Report No. 22
3.3.4 What is measured and how
For the determination of the slump of hydraulic cement and concrete the sample is placed and
compacted in a mould. The mould is raised, and the concrete allowed subsiding. The vertical
distance between the original and displaced position of the centre of the top surface of the
concrete is measured and reported as the slump of the concrete.
For the determination of the Compacting factor within 150s of placing the sample in the upper
hopper from the compacting apparatus the cylinder and its contents are weighted. After that, the
concrete in the upper hopper is mixed with concrete of the same sample, place in a cylinder in
six layers and compact each layer by using either the compacting bar or the vibrator (hammer);
weight the cylinder again. Stroking with the compacting bar or use Vibrating hammer/ table.
Calculate the ratio of the mass of partially compacted concrete dividing by the mass of fully
compacted concrete.
Another variant to determine the slump is following method: The sample (200cm³) is filled in a
tube placed on a table with several circles, then the tube is lifted vertically; after 30s read the
number of the circle reached by the spreading matrix. This test method needs a special flow
table with some circles; due to the spreading the slump is determined “horizontally”, not
“vertically” like the other slump test methods.
The Oedometer test method covers procedures for determining the magnitude and rate of
consolidation of soils when it is restrained laterally and drained axially while subjected to
incrementally applied controlled stress loading. According to the standard procedure, the test is
performed with constant load increment duration of 24 h. The specific loading schedule will
depend on the purpose of the test. Each stress increment is maintained until excess pore water
pressure is completely dissipated. During the consolidation process, measurements are made of
change in the sample height and these data are used to determine the relationship between the
effective stress and void ratio or strain, and the rate at which consolidation can occur by
evaluating the coefficient of consolidation. The data from the consolidation test are used to
estimate the magnitude and the rate of settlement of structures and embankments.
The test method with the aid of the Cubic Piling Box (CPB) can be used for determining the
piling angle (angle of rest) of pieces. The particular material is placed into the box and, if
necessary, it can be compacted. Then the sidewalls are suddenly overturned and the stable final
configuration is surveyed. The natural slope angle of the remaining material can be measured on
each side of the sample remaining on the box base.
3.3.5 Material to be examined
The tests are mainly employed for the following materials
Hydraulic cement (concrete)
Concrete
Glass-fibre reinforced cement
(Fine-grained) soils
(Solid) waste
3.3.6 Feasibility of the methods to the materials for the Horizontal project
The standardised methods like slump tests require a certain threshold of consistency of the
materials of interest. For determination of the piling behaviour new methods were developed,
for example the "Turned Box" and the "Cubic Piling Box", which were created in France and
Italy [48] respectively.
HORIZONTAL – Report No. 22
51
As far as piling behaviour is concerned, the Oedometer test can be used to characterize the
compressibility of the material and to have an indication of how much a stratum of piled
material can settle due to the loading of the material placed above. For piling behaviour, the
selection of the loading schedule (maximum value, load increments and the duration of each
increment) will be defined on the basis of the total height of piling and of the piling sequence. In
particular, the maximum load will be necessarily lower that that used according to the standard
for soils. The size of the mould that contains the sample can vary on the basis of the maximum
grain size of the material to be tested.
The CPB test [48] can be easily performed on particular pieces like dewatered sludges, waste
and soils, etc. as well as on cohesive materials e.g. compacted materials. As far as piling
behaviour is concerned, the CPB can be used to immediately and easily assess the natural slope
angle of a material.
52
HORIZONTAL – Report No. 22
4.
CRITICAL POINT AND RECOMMENDATIONS
In this section mainly the methods with the expression “Considered for further investigation” in
the column “Evaluation” in chapter 3 are discussed.
Standardisation procedures for Horizontal material examination will consist of
Sampling, transport, preservation, storage
Pre-treatment
Measurement and evaluation of results.
4.1
Solidity
4.1.1 Comparison (discussion: pro/contra)
Laboratory vane shear apparatus
In general the “Vane shear strength” is one of the most commonly used parameter in the field of
soil mechanics. There do exist a lot of standards. In Germany e.g. also exists such a parameter
in the field of waste disposal / landfilling: For landfilling of wastes the TA Siedlungsabfall
(1993) [14] gives a minimum value for the solidity of 25 kN/m². The vane shear strength of
sewage sludge depends in some extent on the dry solid content, but there does exist no good
correlation for different sludges. For the laboratory method there are two similar apparatus
described in ASTM D4648 and ATV-Arbeitsbericht [35, 23].
Contra: For reliable measurements of the vane shear strength the investigated materials have to
be cohesive. Therefore the vane testing apparatus can't be applied for non-cohesive materials
like coarse-grained soils.
Pro: Due to the fact that some investigations with sewage and waterworks sludges made by the
laboratory vane shear apparatus (ATV-Arbeitsbericht and Wichmann et al. [23, 15]), this method
should be preferred as the laboratory reference method. The calculation of the shear strength after sample preparation and measurement -consists of the following equations after Zweck
1969 [51]):
τv =
M
[kN / m²]
K
(Eq. 4)
where M: max. torque in [kN m],
K:
π
2
⋅ d 2 ⋅ h ⋅ (1 +
where d:
h:
d
)[m3 ]
3h
(Eq. 5)
diameter of the sheared cylinder = width of the vane,
height of the vane.
The shear strength τ v is equal to the cohesion cu of the undrained soil by (fast) shearing. For
h = d:
τv =
3⋅ M
2 ⋅π ⋅ d 3
(Eq. 6)
For a constant shear rate the vane should be driven electrically e.g. with a velocity of 10 degree
per minute, because the measured shear strength is influenced by the shear rate.
HORIZONTAL – Report No. 22
53
The characteristics of this apparatus are [16]:
- length of time: ca. 60 minutes (for 3 measurements)
- good handling (motorised test procedure)
- reproducibility of test values (average +/- 10 %)
- measuring range: 1- 180 kN/m2.
Another investigated vane testing apparatus - pocket vane shear apparatus - with several vanes
of different sizes was not as suitable as other methods for determining the shear strength of
materials with lower dry solids content. This aspect was pointed out by investigations
performed with waterwork sludges (Wichmann et al. [15]).
Penetrometer
The described apparatuses are suitable to obtain reliable results of the measurements in both
laboratory and field.
Contra: The procedures with penetrometers are time-dependent. The measurement has to be
carrying out within a fixed duration of e.g. 5 seconds. This aspect affords a precise test
execution.
Pro: The advantage is the great variation of the penetrometer tip according to the investigated
material. There does exist a range of different tips in form of a plunger, a cone or a needle. That
is why several methods are considered for further investigations. Explicit determinations, what
kind of tip for a special material is the best, have to be investigated in further experiments. The
procedure of calculation is quite simple: According to Hansbo (1957) [55] the sludge cohesion
(undrained shear strength cu) can be derived from the cone penetration depth using the empirical
equation:
cu =
K ⋅m⋅ g  h 
⋅ 1 + 
i2
i

(Eq. 7)
where m:
g:
i:
h:
mass of the cone,
acceleration of gravity,
depth of penetration (indentation),
distance between cone apex and soil surface when the cone is dropped
(normally h = 0),
K: function of the apex angle of the cone (Fig. 30).
Fig. 30: Relation between the parameter K and the apex angle b of the cone
54
HORIZONTAL – Report No. 22
Further advantages are[16]:
- length of time: ca. 5 minutes (for 3 measurements)
- very good handling
- reproducibility of test values (average +/- 10 %)
- costs: ca. 40 % of the Laboratory Vane Shear Apparatus
Vicat apparatus
The Vicat apparatus is a special kind of a penetration apparatus and has a tip in terms of a
needle. In particular the beginning and end of solidification is measured, that means it could be
verify shear strength. This aspect has to be developed in further investigations; it is one part of
research needs in the field of determining solidity.
Contra: Because of the shape of the penetration tip this apparatus could be only suitable for
solid materials like dewatered sludges, particular bio-waste and soil. In further investigations
this assumption has to be confirmed.
Pro: The Vicat apparatus is a special penetration apparatus, which operates time-independent.
For the measuring procedure there is a fixed depth, which the needle has to be reached. For
determining the consistency of materials this aspect could be much more comfortable during the
measurements.
Pocket penetrometer
Pro: A promising tool for simple field tests – determination of the penetrometer bearing
capacity pP – is the pocket penetrometer after Neuschäfer. After sample preparation and
performance the value of penetration resistance can be read directly on the scale of the
penetrometer. The penetrometer bearing capacity is determined with the aid of a nomogram,
whereby the average of the values, which are indicated by the scale within three measurements,
and the factor of the cone tip (see Fig. 17) are the input values. Furthermore the obtained value
can be converted to the parameter “vane shear strength τ v ” by a regression line e.g. for
waterworks sludges (Fig. 31). In general the equation for the regression line [23] is determined
as
τ v = (−0,56) + 0,156 ⋅ pP
(Eq. 8)
2
Penetrometer Bearing Capacity [kN/m ]
500
450
400
350
coefficient of correlation r = 0,97
300
250
200
not taken into account
150
Al-Flocculation Sludge
Fe-Flocculation Sludge
Iron Sludge
Lime Sludge
100
50
0
0
20
40
60
80
100
2
Laboratory Vane Shear Strength [kN/m ]
Fig. 31: Comparison penetrometer bearing capacity vs. laboratory vane shear strength [16]
HORIZONTAL – Report No. 22
55
Further advantages of this method are [16]:
- consisting several cone tips for a wide range of materials
- length of time: ca. 5 minutes (for 3 measurements)
- good handling
- reproducibility of test values (average +/- 8 %)
- measuring range: 0 - ca. 90 kN/m2 (Vane Shear Strength)
- low costs: ca. 8 % of the Laboratory Vane Shear Apparatus.
Pocket cylinder penetrometer
Contra: Only a few investigations were carried out in the past. For certain conclusions further
investigations will be necessary.
Pro: However, this penetrometer can be also a capable apparatus for field tests, in this case for
measuring the unconfined compression strength qu . The TA Siedlungsabfall (1993) [14] gives
for landfilling of wastes a minimum value for the unconfined compression strength of 50 kN/m²
with an axial deformation of max. 20%. It could be a helpful tool for the choice of the best
suitable instrument, that there do exist such default values. The unconfined compression
strength is related to the undrained shear strength cu in terms of Eq. 3 (compare chapter 1.6.1):
qu = 2 ⋅ cu .
Further characteristics are [16]:
- length of time: ca. 5 minutes (for 3 measurements)
- very good handling
- reproducibility of test values (average +/- 8 %)
- low costs: ca. 6 % of the Laboratory Vane Shear Apparatus
4.1.2 Recommendations
For the determination of the shear strength it is recommended that the triaxial test should be the
absolute laboratory reference method (e.g. after DIN 18137-2 [52]).
4.1.2.1 Laboratory reference method
Method 1: Laboratory vane shear apparatus (ATV-Arbeitsbericht 1989)
Method 2: Penetrometer (cone or needle)
Method 3: Vicat apparatus
4.1.2.2 Field test
Method 1: Pocket penetrometer after Neuschäfer
Method 2: Pocket cylinder penetrometer
4.2
Thixotropic behaviour of solid materials
4.2.1 Comparison (discussion: pro/contra)
For standardisation of the thixotropic behaviour of solid materials a combination of standardised
methods will be determined. Because of the experiences of the experts committee the
combination "Penetrometer + energy-input" will be preferred. The advantage of penetrometers
was already explicated in section 4.1.1. The energy input can be applied electrically by vibrating
apparatus or manually by hubs or knocks. In the following only the apparatuses for the energyinput are described:
56
HORIZONTAL – Report No. 22
Contra: Vibrating hammer
The vibrating hammer is an internal apparatus. During the measurement of the thixotropic
behaviour this instrument could influence the procedure and therefore the results would be not
certain.
Pro: Vibrating table
To simulate transport conditions the vibrating apparatuses, especially external apparatuses, are
rather suitable than the internal apparatuses or the hand-made methods. For laboratory reference
the apparatus can be more exact and thus more complex than a simple field method.
For simple field test methods could be create a small-sized robust design of the laboratory
method, which is driven electrically, if electric power is available, or manually by a hammer
e.g.
4.2.2 Recommendations
4.2.2.1 Laboratory reference method
Method 1: Penetrometers + energy-input (e.g. vibrating table)
4.2.2.2 Field test
Method 1: Penetrometers + energy-input (e.g. vibrating table: small-sized apparatus, which
should be easy to operate)
Method 2: Penetrometers + energy input (e.g. by a hammer, if electric power is not available;
adequate mould)
4.3
Piling behaviour
4.3.1 Comparison (discussion: pro/contra)
Oedometer
The strain condition of a material due to piling are different from those in the Oedometer, where
lateral strain are prevented. Nevertheless, if the material is piled in lifts that are large enough in
comparison with their height (three times at least), oedometic strains can be considered as
representative. The settlement of the lower portion of the material can be evaluated.
The minimum sample diameter and height should be 20 cm in order to test a representative
volume of material. To avoid or reduce the friction at the interface between the material and the
ring as negligible a film of grease should be placed on the internal wall of the mould before
placing the sample. A compaction mould for Proctor compaction (ASTM D698-91 [53]) can be
used as well.
Pro: Important advantages of this method are that the procedure is well known – it is a Standard
in France and USA and an overall method in practise in many other countries - and it is easy to
handle. From there this method should be preferred as an additional laboratory reference
method.
Cubic Piling Box (CPB)
The Cubic Piling Box should be preferable to the French method (No ref. 256, cp. Annex 1)
because the friction between the sidewalls and the material to be tested does not affect the final
result in terms of slope angle. The influence of the CPB dimension on the slope angle should be
negligible provided that the side of the box is much greater of the maximum grain size of the
sample. This method was originally proposed for solid waste materials having a maximum grain
size of about 5 cm (Pasqualini et al., 2003 [48]). In that case, the sides of the cubic box were
equal to 60 cm. For other materials a minimum of 30 cm x 30 cm should be considered in order
to test a representative volume of material. The dimension of the cubic box should be at least 5
HORIZONTAL – Report No. 22
57
times greater than the maximum grain size of the sample to be tested. For detailed results of
other materials for Horizontal project further investigations are necessary.
Pro: Important advantages of this method are the very simple handling, the feasibility to both in
the laboratory and in situ, no specialised personnel and the great variability due to the different
sizes of the Cubic Piling Box related to the grain size of the material.
4.3.2 Recommendation
4.3.2.1 Laboratory reference method
Method 1: Cubic Piling box (CPB)
Method 2: Oedometer
4.3.2.2 Field test
Method 1: Cubic Piling Box (CPB)
4.4
Summary of recommended methods
The following Table 12 gives an overview of the recommended apparatuses and methods for
determination of the solidity, thixotropic behaviour and piling behaviour.
Method
(Apparatus)
Solidity
Penetrometer
Shear strength
(Lab / field)
Vicat apparatus
Shear strength (Lab)
Laboratory vane shear
apparatus
Pocket penetrometer
(Neuschäfer)
Pocket cylinder
penetrometer
Vane shear strength
(Lab)
Bearing capacity 1
(Field)
Unconfined compression
strength 2 (Field)
Vibrating table
Hammer (manual)
Cubic piling box (CPB)
Oedometer
Thixotropic
behaviour of solid
materials
Shear strength
(Lab*/field+/**)
Piling
behaviour
Shear strength
(Lab*/ field+)
Shear strength
(Field**)
Piling angle
(Lab/field)
Compactibility
(Lab)
Combinations for thixotropic behaviour: *+*; +++; **+**
1
Conversion into shear strength is possible
2
Conversion into undrained shear strength is possible.
Table 12: Summary of the recommended apparatuses
58
HORIZONTAL – Report No. 22
4.5
Research needs
4.5.1 Basics of methods
The mechanical property "solidity" can be determined directly by the shear strength or by the
penetration bearing capacity resp. the unconfined compression strength, which could be both
converted into shear strength. The measure of the shear strength during an energy-input in terms
of vibration should describe the “thixotropic behaviour”. For the “piling behaviour” it is
recommended to measure the compactibility and/or piling angle.
The proposed methods for determining the parameters mentioned above are either existing
standards, methods used in practise or methods, which are still in a development stage.
However, for improvement of the methodologies most of the procedures and used apparatuses
have to be optimised by further examinations, especially for the materials, which are discussed
in the Horizontal project. For all parameter do exist methods for both laboratory and field,
whereby the field test results will be compared with laboratory ones used as reference.
4.5.2 Applicability of methods to Horizontal materials
Within the scope of this project the proposed methods should be applicable to the whole range
of Horizontal materials (sludge, bio-waste and soil). Investigations in the past were often carried
out only for several materials like sewage sludge or waterworks sludges for the parameter
solidity or solid, particular bio-wastes for the parameter piling behaviour e.g.. But during these
performed tests the influences of the material properties (grain size and shape, dry solids, etc.)
were exhibit. By means of this knowledge it is possible to assume behaviour in general by using
a special method.
For adaptation of methods for all materials mentioned above or for a more exact measure it is
possible to vary the dimensions of the apparatuses: For example the cone size and shape or
weight of the penetrometer tip according to the consistency of the investigated sample. Another
example is to vary the size of the sidewalls of the Cubic Piling Box (CPB) according to the
grain size of the investigated material. These variations are promising tools for optimisation the
measuring procedures. Further examinations of the proposed methods, which have to be carried
out in the future, should confirm the theoretical considerations.
Another item is the pre-treatment of the samples before carrying out the investigations.
Especially a rough determination of the consistency before application of a special method
could be advantageous for the measurement. Different types of sampling and pre-treatment are
required for each method. Important for the pre-treatment are the parameters:
- particle size of the material,
- dimensions of the mould,
- compaction of the materials,
- moreover the density of the sample.
For example the pre-treatment for measuring the vane shear strength is explained as follows
[23]:
(1) The material – if needed, dewatered – is reduced to small pieces with particle sizes of about
10 mm
(2) The mould – in this case the small Proctor vessel – has an internal diameter of 100 mm und
a height of 120 mm.
(3) The material is filled into the Proctor vessel in three equal portions (each about 100 mm
before compaction) and is compressed with ten knocks by the small Proctor hammer
(falling weight of 2.5 kg, height of falling 300 mm, diameter of the plunger 50 mm,
diameter of compensating plate 99,5 mm, compare DIN 18127 [31]).
HORIZONTAL – Report No. 22
59
(4) After finishing emplacement and before test performance the density have to determined
for a uniform starting position.
The procedure mentioned above could be transmitted to the pre-treatment of measuring the
shear strength or related parameters - penetration bearing capacity and unconfined compression
strength – in common and also for examination of the thixotropic behaviour, whereby the shear
strength is measured during shear stress. For determination of the piling behaviour (piling
angle) a pre-treatment in terms of reducing to small pieces with a uniform particle size regarding the size of the sidewalls of the Cubic Piling Box (CPB) – is proposed. It should be a
similar pre-treatment like the method for the shear strength, but instead of the Proctor vessel and
hammer the CPB and, if needed, according compaction apparatuses are used. For further
considerations it could be helpful to cooperate with the WP 2 "Sampling".
4.5.3 Questions to be answered
Research must define through interlaboratory tests precision, repeatability and reliability of
methods proposed, where:
- Repeatability is defined as the ability of a method to reproduce a measurement while being
tested under an unchanging set of conditions. This does not imply that the obtained value is
correct, but rather that it is the same every time;
- Reproducibility is the same as repeatability, but at a different set of conditions. It is therefore
a more realistic indication of a method to reproduce a measurement, whenever a predefined
set of conditions is recreated.
However, as far as these methods are concerned the use of fresh sludge could be required, so the
following problems arise:
- the sludge characteristics change with time of storage, also considered that any preservation
practice (e.g. freezing) makes things worse;
- the sludge characteristics are strongly affected by transport and handling;
- fresh sludge requires particular precautions and authorization for transport by ordinary
delivering systems.
4.5.4 Route, how to answer them
A protocol of validation of physical parameters will be prepared (Protocol for validation of
physical parameter methods – CEN/TC308/WG1/TG3 – N29 (ref. [54] to be followed).
4.5.5 Steps to be taken
!
!
!
!
!
!
!
60
Laboratory tests (cp. 4.5.4)
Evaluation (cp. 4.5.4)
Final proposal methods to be standardised (Research Report, Version 1)
Consulting with CEN/TC's/WG's, etc.
Revision of proposal for methods to be standardised (Research Report, Version 2)
Interlaboratory tests included evaluation
Final draft for methods to be standardised
HORIZONTAL – Report No. 22
4.6
Contacts with CEN/TC's/WG's
4.6.1 Actions
-
01.08.2003: Circulation of the first draft of "Physical Properties – Solidity, Thixotropic
Behaviour and Piling Behaviour – Desk Study" (Horizontal report No. 22) with the list of
standards researched (see Annex 1), proposals for draft standards (see Annex 2 – 12) and a
cover letter (see Annex 13) to the members of
CEN/TC308/WG1,
CEN/TC308/WG1/TG3 and
Aldo Giove (member of the CEN/TC292/WG2).
The comments, which were received until 08/20/2003, listed in Annex 14 with according
comments from our side.
-
29.08.2003: Discussion of the first draft of Horizontal reports No. 21 and No. 22 during the
CEN/TC308/WG1/TG's-meeting resp. the final CEN/TC308/WG1-meeting in Hamburg.
Releasing the final versions of the first drafts of Horizontal reports No. 21 and No. 22; they
were circulated in professional groups and available for comments until 17.10.2003.
4.6.2 Comments received and incorporated
-
05.08.2003: Comments received from J-C. Baudez: (see Annex 14, commented)
06.10.2003: Comments received from A. Giove: (see Annex 14, commented)
15.10.2003: Comments received from J. Winkler (see Annex 14, commented)
4.6.3 Official meetings
WP7-Meetings
- 12.02.2003 in Bergamo
- 04.04.2003 in Ancona
- 03-06.07.2003 in Ancona
- 24-28.07.2003 in Bari
CEN/TC308/WG1 – Meetings
26-28.03.2003 in Oslo
- 29.08.2003 in Hamburg
-
CEN/TC308/WG1/TG3 – Meetings
26-28.03.2003 in Oslo
- 28.08.2003 in Hamburg
-
HORIZONTAL – Report No. 22
61
5.
DRAFT STANDARD (CEN TEMPLATE)
Note: For writing horizontal standards the structure of p. 14 of the guideline was used.
5.1
Solidity
5.1.1 Laboratory reference method
5.1.1.1 Method 1
Physical properties – Determination of solidity – "Vane shear strength": Laboratory reference
method by 'Laboratory vane shear apparatus'
The proposal for this standard is documented in Annex 2.
5.1.1.2 Method 2
Physical properties – Determination of solidity – "Shear strength": Laboratory reference method
by 'Penetrometer'
The proposal for this standard is documented in Annex 3.
5.1.1.3 Method 3
Physical properties – Determination of solidity – “Shear strength”: Laboratory reference method
by 'Vicat apparatus'
The proposal for this standard is documented in Annex 4.
5.1.2 Field test
5.1.2.1 Method 1
Physical properties – Determination of solidity – "Bearing capacity": Field test by 'Pocket
penetrometer'
The proposal for this standard is documented in Annex 5.
5.1.2.2 Method 2
Physical properties – Determination of solidity – “Unconfined compression strength”: Field test
by 'Pocket cylinder penetrometer'
The proposal for this standard is documented in Annex 6.
5.2
Thixotropic behaviour of solid materials
5.2.1 Laboratory reference method
5.2.1.1 Method 1
Physical properties – Determination of thixotropic behaviour – "Solid materials": Laboratory
reference method by combination of 'Penetrometer and Vibrating table'
62
HORIZONTAL – Report No. 22
The proposal for this standard is documented in Annex 7.
5.2.2 Field test
5.2.2.1 Method 1
Physical properties – Determination of thixotropic behaviour – "Solid materials": Field test by
combination of 'Penetrometer and Vibrating table'
The proposal for this standard is documented in Annex 8.
5.2.2.2 Method 2
Physical properties – Determination of thixotropic behaviour – "Solid materials": Field test by
combination of 'Penetrometer and Hammer '
The proposal for this standard is documented in Annex 9.
5.3
Piling behaviour
5.3.1 Laboratory reference method
5.3.1.1 Method 1
Physical properties – Determination of piling behaviour – "Piling angle": Laboratory reference
method by 'Cubic Piling Box (CPB)'
The proposal for this standard is documented in Annex 10.
5.3.1.2 Method 2
Physical properties – Determination of piling behaviour
reference method by 'Oedometer test'
– "Compactibility": Laboratory
The proposal for this standard is documented in Annex 11.
5.3.2 Field test
5.3.2.1 Method 1
Physical properties – Determination of piling behaviour – "Piling angle": Field test by 'Cubic
Piling Box (CPB)'
The proposal for this standard is documented in Annex 12.
HORIZONTAL – Report No. 22
63
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15. Wichmann, K; Riehl, A.: Mechanical properties of waterwork sludges – Shear strength,
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16. L. Spinosa with the cooperation of M. Remy and K. Wichmann (2003): Measurement of
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19. Meyer, E. and Dammann, E. (1995). Verwertung von Eisenhydroxidschlämmen aus der
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20. Handbuch Wasserversorgungs- und Abwassertechnik (Band 2: Wassergewinnungs- und
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zur Förderung der Abwassertechnik e.V. (GFA), 53773 Hennef: Korrespondenz Abwasser
(1989), 36 (8), S. 903-909
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26. Tisot J-P, Abadie J-M., 1997: Characterisation of sludge and geochemical properties, in:
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Haake GmbH, Karlsruhe 1995
31. DIN 18127 (1997): Proctorversuch, Beuth-Verlag, Berlin
32. ASTM D 3080-90: Standard test method for direct shear test of soils under consolidated
HORIZONTAL – Report No. 22
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drained conditions, Annual Book of ASTM Standards, Vol. 04.08
33. Duncan, Chester I. Jr.: Soils and Foundations for Architects and Engineers, Second Edition;
Kluwer Academic Publishers; Boston/London/Dordrecht 1998
34. ASTM D2573-72 (1978): Standard test method for field vane shear test in cohesive soil,
Annual Book of ASTM Standards, Vol. 04.08
35. ASTM D 4648-00: Standard test method for laboratory miniature vane shear test for
saturated fine-grained clayey soil, Annual Book of ASTM Standards, Vol. 04.08
36. ASAE S313.2 (1994): Soil cone penetrometer, ASAE Standards
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Berlin
38. ASTM C405-82: Standard practice for estimating consistency of wet-mixed thermal
insulating cement, Annual Book of ASTM Standards, Vol. 04.06
39. ASTM D217-82: Standard test methods for cone penetration of lubricating grease, Annual
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of cone penetration, International Organization for Standardisation
41. ASTM D2884-93 (2002): Standard test method for yield stress of heterogeneous propellants
by cone penetration method, Annual Book of ASTM Standards, Vol. 05.01
42. Fraccini (Company): Geotester (Pocket penetrometer)//Wichmann K., Riehl A.: Project:
Mechanical properties of waterwork sludges – shear strength (unpublished).
43. BS EN 12350-3 (2000): Testing fresh concrete – Part 3: Vebe time, British Standard
44. BS EN 12350-5 (2000): Testing fresh concrete – Part 5: Flow table test, British Standard
45. ISO/DIS 13765-2: (Draft international standard): Refractory mortars – Part 2: Determination
of consistency using the reciprocating flow table, International Organization for Standardisation
46. BS EN 13395-1: 2002: Products and systems for the protection and repair of concrete
structures – Test methods – Determination of workability – Part1: Test for flow of thixotropic
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hydraulically bound mixtures – Part 4: Test methods for laboratory reference density and water
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solid waste (in Italian). Proc. Annual Meeting of the Researchers in Geotechnics, IARG 2003.
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52. DIN 18137-2 (1990): Baugrund, Versuche und Versuchsgeräte; Bestimmung der
Scherfestigkeit; Triaxialversuch, Beuth-Verlag, Berlin
53. ASTM D698-00a: Standard Test Methods for Laboratory Compaction Characteristics of
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HORIZONTAL – Report No. 22
67
ANNEX 1
List of standards and non-standardised methods
68
HORIZONTAL – Report No. 22
n° ref
standard method
1
2
3
4
ASAE EP542 FEB99
ASAE S313.2 DEC94
ASAE S313.3 FEB99
ASTM C110-02
title / description
Procedures for Using and Reporting Data Obtained with the Soil Cone
Penetrometer
Soil Cone Penetrometer
Soil Cone Penetrometer
physical testing of quicklime*
ASTM C1170-91 (1998) e1
Cementitious &
Standard Test Methods for Determining Consistency and Density of Roller- concrete materials; www.astm.org; www.beuth.de
Compacted Concrete Using a Vibrating Table
Consistency
5
6
ASTM C1176-92 (1998)
7
8
ASTM C1339-02
ASTM C1362-97 (2002)
Standard Practice for Making Roller-Compacted Concrete in Cylinder
Molds Using a Vibrating Table
Standard Test Method for FLOWABILITY and Bearing Area of ChemicalResistant Polymer Machinery Grouts
flow of ... concrete
9
ASTM C143/C143M-00
Standard Test Method for Slump of Hydraulic Cement Concrete
10
ASTM C1437-01
11
12
ASTM C143-74
ASTM C1444-00
Standard Test Method for Flow of Hydraulic Cement Mortar
Standard test method for slump of portland cemente concrete** (used for
waste consistency)
13
ASTM C1445-99
14
ASTM C187-98
15
ASTM C191a:2001
16
ASTM C230/C230M-98e2
17
18
19
ASTM C405-82 (1997)
ASTM C472-99
ASTM C639-01
20
ASTM C807:1999
21
ASTM C939-97 (opp '99 opp '02)
22
23
24
25
26
ASTM C995-01
ASTM D1084-97
ASTM D1092-99
ASTM D1238-00
ASTM D1321a:2002
27
ASTM D1338-99
28
ASTM D1556-90
29
ASTM D1558-99
HorizontalNo21No22Anx1
Standard Test Method for Measuring Consistency of Castable Refractory
Using a Flow Table
Standard Test Method for Normal CONSISTENCY of Hydraulic Cement*
Standard Test Method for Time of Setting of Hydraulic Cement by Vicat
Needle
keyword
on web
Soil
Soil
Soil
webstore.ansi.org
webstore.ansi.org
webstore.ansi.org
status /
comments
Solidity
Flowability
Thixotropic
behaviour
x (-)
x (-)
x (-)
x (+)
x (+)
Cementitious &
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concrete materials
Flowability
Piling
behaviour
x (-)
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x (+)
Cementitious &
concrete materials;
cement
Cementitious &
concrete materials;
cement
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x (+)
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x (+)
Consistency
Flowability
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Consistency
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x (+)
x (-)
x (+)
Consistency
x (+)
Needle
x (-)
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Standard Specification for Flow Table for Use in Tests of Hydraulic Cement Cement; flowability www.astm.org
Standard Practice for Estimating Consistency of Wet-Mixed Thermal
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Insulating Cement
Consistency
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physical testing of gypsum
flow properties of elastomeric sealants
Standard Test Method for Time of Setting of Hydraulic Cement Mortar by
Modified Vicat Needle
Needle
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Cementitious &
Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete concrete materials;
(Flow Cone Method)
flowability
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Cementitious &
Standard Test Method for Time of Flow of Fiber-Reinforced Concrete
concrete materials;
Through Inverted Slump Cone
flowability
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viscosity of adhesives*
viscosity of lubricating greases
Melt flow index
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Standard Test Method for Needle Penetration of Petroleum Waxes*
Needle
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Standard Practice for Working Life of Liquid or Paste Adhesives by
Consistency and Bond Strength*
Consistency
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Standard test method for Density and Unit Weight of soil in place by the
Sand-Cone Method
Soil
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Standard Test Method for Moisture Content Penetration Resistance
Relationships of Fine-Grained Soils
Soil
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101203
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x (+)
x (+)
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x (+)
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x (-)
x (+)
x (-)
x (+)
1/9
30
ASTM D1586-99
31
32
ASTM D1601-99
ASTM D1725-62 (1996)e1
245
ASTM D1883-99 (-94 )
33
ASTM D2161-93 (1999)e2
Standard Test Method for Penetration Test and Split-Barrel Sampling of
Soils
Soil
Standard Test Method for Dilute Solution VISCOSITY of Ethylene Polymers Viscosity
viscosity of resin solutions
Standard Test Method for CBR (California Bearing Ratio) of LaboratoryCompacted Soils
Standard Practice for Conversion of Kinematic VISCOSITY to Saybolt
Universal VISCOSITY or to Saybolt Furol VISCOSITY
Viscosity
Unconfined
compression
strength
247
34
35
36
ASTM D2166: 2000
ASTM D2170-01
ASTM D2171-01
ASTM D217-97
37
ASTM D2196-81
38
ASTM D2217:1985 (1998)
39
ASTM D2270-93 (1998)
Standard Test Method for Unconfined Compressive Strength of Cohesive
Soil
a viscosity of asphalts
viscosity of asphalts by vacuum capillary viscometers
cone penetration of lubricant grease
Standard test methods for rheological properties of non-Newtonian
materials by rotational (Brookfield type) viscometer***
Standard Practice for Wet Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants
Standard Practice for Calculating VISCOSITY Index From Kinematic
VISCOSITY at 40 and 100°C
254
40
ASTM D 2435-96
ASTM D2556-93 a(1997)
Standard test method for one-dimensional consolidation properties of soils Oedometer
viscosity of adhesives ... shear rate dependent flow properties*
41
ASTM D2573:2001
248
42
ASTM D2850: 2003
ASTM D2857-95 (2001)
43
44
ASTM D2884:1993 (1998)
ASTM D2983-02a
244
ASTM D3080-90
45
ASTM D3441-98
46
ASTM D3668:1978 (1985)
47
ASTM D3999-91 (1996)
243
ASTM D4016-93
48
ASTM D421:1985 (1998)
49
50
51
52
53
54
55
56
Standard Test Method for Field Vane Shear Test in Cohesive Soil
Standard Test Method for Unconsolidated-Undrained Triaxial
CompressionTest on Cohesive Soils
Standard Practice for Dilute Solution VISCOSITY of Polymers
Standard Test Method for Yield Stress of Heterogeneous Propellants by
Cone Penetration Method
viscosity of lubricants ... brookfield viscometers
Standard Test Methods for Direct Shear Test of Soil Under Consolidated
Drained Condition
Standard Test Method for Deep, Quasi-Static, Cone and Friction-Cone
Penetration Tests of Soil
Standard Test Method for Bearing Ratio of Laboratory Compacted SoilLime Mixtures
Standard Test Methods for the Determination of the Modulus and Damping
Properties of Soils Using the Cyclic Triaxial Apparatus*
Standard Test Methods for Viscosity of Chemical Grouts by Brookfield
Viscometer (laboratory method)
Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants
x (-)
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x (+)
x (+)
x (+)
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x (-)
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x (+)
x (+)
x (+)
x (+)
x (+)
Soil
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Viscosity
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x (+)
x (+)
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x (+)
Soil, Vane
Triaxial strength
Viscosity
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x (+)
Cone
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x (+)
x (+)
x (+)
Solidity
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x (+)
Soil
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x (-)
Soil
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x (-)
Viscosity
101203
x (+)
x (+)
x (+)
Soil
Soil
x (+)
x (-)
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ASTM D424-59 (reapproved 1971) Standard Test Methods for Plastic Limit and Plasticity Index of SOILs**
ASTM D4283-98
viscosity of silicone fluids
Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
ASTM D4318-00
SOILs*
Soil; plasticity
Standard Test Method for Laboratory Preparation of Chemically Grouted
ASTM D4320:1993
Soil Specimens for Obtaining Design Strength Parameters
Soil
ASTM D445-01
viscosity of transparent and opaque liquids
ASTM D4452:1985(2002)e1
Standard Test Methods for X-Ray Radiography of Soil Samples
Soil
ASTM D446-00
kapillary kinematic viscometers*
ASTM D4624-93 (1998)
viscosity by capillary viscometer*
HorizontalNo21No22Anx1
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x (+)
x (-)
x (+)
www.beuth.de
x (-)
changed in
D4318 / 1983
x (-)
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x (+)
x (-)
x (+)
www.beuth.de
x (+)
x (+)
2/9
57
ASTM D4648:2000
58
59
60
61
62
63
ASTM D4682-87 (2002)
ASTM D4684-02a
ASTM D4843-88 (1999)
ASTM D4957-95
ASTM D4989-90 a(1999)
ASTM D5099-93 (1998)
64
ASTM D5102:1996
65
ASTM D5183:1995(1999)e1
66
ASTM D5225-98
67
68
ASTM D5311:1992 (1996)
ASTM D5422-00
69
ASTM D5478:1998
70
ASTM D5520-94(2001)
71
ASTM D5574:1994(1999)e1
72
ASTM D558:1996
73
ASTM D562-01
74
ASTM D5778:1995(2000)
75
ASTM D5873:2000
76
77
78
79
ASTM D6067:1996e1
ASTM D6080-97
ASTM D6103-97
ASTM D6204-01
80
81
ASTM D6243:1998
ASTM D6351-99
82
ASTM D6351-99
83
ASTM D6467:1999
84
ASTM D6496:1999
85
ASTM D6528:2000
86
ASTM D6572:2000
87
88
89
90
ASTM D666
ASTM D6682-01
ASTM D6773-02
ASTM D6821-02
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Standard Test Method for Laboratory Miniature Vane Shear Test for
Saturated Fine-Grained Clayey Soil
Standard Specification for Miscibility with Gasoline and FLUIDITY of TwoStroke-Cycle Gasoline Engine Lubricants
viscosity of engine oils
wetting and drying test of solid wastes*
viscosity of asphalt ... by vacuum capillary viscometers*
apparent viscosity (flow) of bitumens (plastometers)*
rubber ... processing properties using capillary rheometry
Standard Test Method for Unconfined Compressive Strength of Compacted
Soil-Lime Mixtures
Standard Test Method for Determination of the Coefficient of Friction of
Lubricants Using the Four-Ball Wear Test Machine
Standard Test Method for Measuring Solution VISCOSITY of Polymers with
a Differential Viscometer
Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil
flow properties ... by screw-extrusion capillary rheometer*
Standard Test Methods for Viscosity of Materials by a Falling Needle
Viscometer*
Standard Test Method for Laboratory Determination of Creep Properties of
Frozen Soil Samples by Uniaxial Compression
Standard Test Methods for Establishing Allowable Mechanical Properties of
Wood-Bonding Adhesives for Design of Structural Joints
Standard Test Methods for Moisture-Density Relations of Soil-Cement
Mixtures
Standard Test Method for Consistency of Paints Measuring Krebs Unit
(KU) Visosity Using the Stormer-Type Viscometer
Standard Test Method for Performing Electronic Friction Cone and
Piezocone Penetration Testing of Soils
Standard Test Method for Determination of Rock Hardness by Rebound
Hammer Method
Standard Guide for Using the Electronic Cone Penetrometer for
Environmental Site Characterization
viscosity of hydraulic fluids*
consistency of controlled low strength material*
rubber ... rheological properties ... rotorless shear rheometers
Standard Test Method for Determining the Internal and Interface Shear
Resistance of Geosynthetic Clay Liner by the Direct Shear Method
fluidity and appearance of hydraulic fluids*
Standard Test Method for Determination of Low Temperature FLUIDITY
and Appearance of Hydraulic Fluids
Standard Test Method for Torsional Ring Shear Test to Determine Drained
Residual Shear Strength of Cohesive Soils
Standard Test Method for Determining Average Bonding Peel Strength
Between the Top and Bottom Layers of Needle-Punched Geosynthetic Clay
Liners
Standard Test Method for Consolidated Undrained Direct Simple Shear
Testing of Cohesive Soils
Standard Test Methods for Determining Dispersive Characteristics of
Clayey Soils by the Crumb Test
Method for Conversion of Kinematic VISCOSITY of Saybolt Furol
VISCOSITY (Withdrawn 1961), Replaced By D2161
Vane
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Fluidity
www.astm.org
x (+)
x (+)
x (-)
x (+)
x (+)
x (-)
x (+)
Soil
Mechanical
properties
www.beuth.de
Viscosity
www.astm.org
Soil
www.beuth.de
x (+)
www.beuth.de
x (+)
x (+)
x (+)
Needle
www.beuth.de
x (-)
Soil
Mechanical
properties
www.beuth.de
x (-)
www.beuth.de
Soil
www.beuth.de
Consistency
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Soil
www.beuth.de
x (+)
Soil, properties
www.beuth.de
x (-)
Soil, properties
www.beuth.de
x (-)
x (+)
x (+)
x (+)
x (+)
x (+)
Shearing strength
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x (+)
x (+)
Fluidity
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Soil, properties
www.beuth.de
x (-)
Needle
www.beuth.de
x (-)
Soil
www.beuth.de
x (-)
Soil, properties
www.beuth.de
Viscosity
Flowability
Flowability
www.astm.org
viscosity of lubricants in constant shear stress viscometers
101203
x (-)
x (-)
x (-)
x (+)
3/9
91
92
ASTM D937-97
ASTM D97-66
93
94
ASTM F1080-93(2002)
ASTM F1470-02
95
BS 1881-102: 1983
Standard test method for cone penetration of petrolatum
Pour Point of Petroleum oils
Sliding
Standard Test Method for Determining the Consistency of Viscous Liquids
Using a Consistometer *
Consistency
fastener sampling ... mechanical properties
Consistency;
Testing concrete. Method for determination of slump
concrete
96
BS 1881-103:1993
Testing concrete. Method for determination of compacting factor
97
BS 1881-104:1983
Testing concrete. Method for determination of Vebe time
98
BS 1881-105:1984
99
BS 2000-179:1993
100
BS 2000-49:1993
101
BS 2000-50:1993
102
BS 3712:Part 1:1991
103
BS 4550:Part 3:Section 3.5:1978
104
BS EN 1015-3:1999
105
BS EN 1015-4:1999
106
BS EN 1170-1:1998
Testing concrete. Method for determination of flow
Methods of test for petroleum and its products. Determination of cone
penetration of petrolatum
Methods of test for petroleum and its products. Determination of needle
penetration of bituminous material
Methods of test for petroleum and its products. Determination of cone
penetration of lubricating grease
Building and construction sealants. Methods of test for homogeneity,
relative density, extrudability, penetration
Methods of testing cement. Physical tests. Determination of standard
consistence
Methods of test for mortar for masonry. Determination of consistence of
fresh mortar (by flow table)
Methods of test for mortar for masonry. Determination of consistence of
fresh mortar (by plunger penetration)
Precast concrete products. Test method for glass-fibre reinforced cement.
Measuring the consistency of the matrix. 'Slump test' method
107
BS EN 12274-3:2002
Slurry surfacing. Test methods. Consistency
108
BS EN 12350-2:2000
Testing fresh concrete. Slump test
109
BS EN 12350-3:2000
Testing fresh concrete. Vebe test
110
BS EN 12350-4:2000
Testing fresh concrete. Degree of compactability
111
BS EN 12350-5:2000
112
BS EN 13395-1:2002
Testing fresh concrete. Flow table test
Products and systems for the protection and repair of concrete structures.
Test methods. Determination of workability. Test for flow of thixotropic
mortars
246
BS EN 196-3:1995
Part 3. Determination of setting time and soundness
113
114
115
116
117
118
119
120
121
BS EN 535:1991
CEN 00104206 prEN 14117
CEN 00193033 prEN ISO 14678
CEN 00193070 prEN 14256
CEN 00227124 prEN 13286-4
CEN 00227125 prEN 13286-5
CEN 00227146 prEN 13880-2
CEN 00227149 prEN 13880-5
CEN 00249471 prEN ISO 307rev
Method for determination of flow time of paints by use of flow cups
viscosity of cementitious products*
adhesives resistance to flow*
adhesives resistance to static load
vibrating hammer
vibrating table
cone penetration
flow resistance*
determination of viscosity
122
CEN 00249479 prEN ISO 1628 rev viscosity ... capillary viscometers**
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x (+)
www.astm.org
webstore.ansi.org;
www.beuth.de
www.bsi.org.uk
x (+)
Current,
Superseded
Current,
Superseded
Current,
Superseded
Current,
Superseded
x (+)
Concrete
Consistency;
concrete
Consistency;
concrete
www.bsi.org.uk
Consistency
www.bsi.org.uk
Consistency
www.bsi.org.uk
Consistency
www.bsi.org.uk
Consistency
www.bsi.org.uk
Consistency
www.bsi.org.uk
Current
Withdrawn,
Revised
Withdrawn,
Superseded
Concrete
Consistency;
concrete
Consistency;
plasticity
www.bsi.org.uk
Current
x (+)
www.bsi.org.uk
Current
x (-)
www.bsi.org.uk
Current
Consistency; slurry
Consistency;
concrete
Consistency;
concrete
Consistency;
concrete
Consistency;
concrete
www.bsi.org.uk
Current
www.bsi.org.uk
www.bsi.org.uk
Current
Withdrawn,
Superseded
x (+)
x (+)
x (-)
x (-)
x (+)
x
x (-)
x (+)
x (+)
x
x (-)
x (+)
x (+)
x (-)
x (+)
x (+)
www.bsi.org.uk
x
www.bsi.org.uk
Current
x (+)
x (+)
www.bsi.org.uk
Current
x (+)
x (+)
www.bsi.org.uk
Current
x (+)
x (+)
Consistency
Consistency;
concrete
www.bsi.org.uk
Current
www.bsi.org.uk
Consistency
www.bsi.org.uk
Current
Withdrawn,
Superseded
Road materials
Road materials
Road materials
Road materials
x (+)
x (+)
x (-)
x (+)
x (-)
x (+)
x (+)
x (+)
x (+)
x (-)
x (-)
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123
124
125
126
127
128
CEN 00249494 IS=/DIS 12058-2
CEN 00249531 prEN ISO 307 rev
CEN 00336005
CEN 00336024 prEN 13702-1
CEN 00336025 prEN 13702-2
CEN 00336034 prEN 13302
129
130
CNR UNI 10014:1964
DIN 1048-1: 1991-06
131
DIN 1168-2:1975-07
132
DIN 18122-1:1997-07
133
DIN 18125-1:1997-08
134
135
DIN 18125-2:1999-08
DIN 4094-4:2002-01
136
DIN 51350-6: 1984-01
137
DIN 51382: 1996-08
138
139
DIN 51389-3:1998-10
DIN 51580:1989-04
140
DIN 53018-1
141
DIN 53018-2
142
143
DIN 53019-2
DIN 53735
144
DIN EN 1015-3: 1999-04
145
DIN EN 1015-4: 1998-12
146
DIN EN 1170-1
147
DIN EN 12274-3
148
DIN EN 13395-1:2002-09
149
DIN EN 13395-2:2002-09
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viscosity ... falling ball
determination of viscosity
bitumen ...consistency*
cone and plate viscometer
coaxial viscometer
rotating spindle apparatus
Prove sulle terre. Determinazione dei limiti di consistenza (o di Atterberg) di
una terra.
Consistency; soil
Testing concrete; testing of fresh concrete
Consistency
Building Plasters; Requirements, Testing, Control
Soil, investigation and testing - Consistency limits - Part 1: Determination of
liquid limit and plastic limit (FOREIGN STANDARD)
Soil, investigation and testing - Determination of density of soil - Part 1:
Laboratory tests
Soil investigation and testing - Determination of density of soil - Part 2:
Field tests
Subsoil - Field testing - Part 4: Field vane test
Testing of lubricants - Testing in the Shell four-ball tester - Part 6:
Determination of shear stability of lubricating oils containing polymers
Testing of lubricants - Determination of shear stability of lubricating oils
containing polymers - Method with Diesel injection nozzle, relative viscosity
loss due to shear
Determination of lubricants - Mechanical testing of hydraulic fluids in the
vane-cell-pump - Part 3: Method B for aqueous not easily inflammable
hydraulic fluids
Testing of petroleum waxes; determination of cone penetration
Viscometry; Measurement of the Dynamic Viscosity of Newtonian Fluids
with Rotational Viscometers; Principles (FOREIGN STANDARD)
Viscometry; Measurement of the Dynamic Viscosity of Newtonian Fluids
with Rotational Viscometers; Sources of Errors and Corrections concerning
Cylinder; Rotation Viscometers (FOREIGN STANDARD)
Viscosimetry - Determination of viscosity and flow curves with rotational
viscosimeters - Part 2: Viscosimeter calibration and determination of the
uncertainty of measurement (FOREIGN STANDARD)
Methods of test for mortar for masonry - Part 3: Determination of
consistence of fresh mortar (by flow table); German version EN 10153:1999
Methods of test for mortar for masonry - Part 4: Determination of
consistence of fresh mortar (by plunger penetration); German version EN
1015-4:1998
Precast concrete products - Test method for glass-fibre reinforced cement Part 1: Measuring the consistency of the matrix by the 'Slump test' method
(FOREIGN STANDARD)
Slurry surfacing - Test method - Part 3: Consistency; English version of
DIN EN 12274-3 (FOREIGN STANDARD)
Products and systems for the protection and repair of concrete structures Test methods; Determination of workability - Part 1: Test for flow of
thixotropic mortars; German version EN 13395-1:2002
Products and systems for the protection and repair of concrete structures Test methods; Determination of workability - Part 2: Test for flow of grout or
mortar; German version EN 13395-2:2002
x (-)
x (-)
x (-)
x (+)
x (+)
www.uni.com
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x (-)
Festigkeit (Solidity) www.beuth.de
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Consistency; soil
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x (+)
x (+)
Soil, properties
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x (-)
Soil, properties
Vane
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www.beuth.de
x (-)
x (+)
Consistency
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Shearing strength
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Vane
Cone
www.beuth.de
www.beuth.de
Viscosity
webstore.ansi.org
x (-)
Viscosity
webstore.ansi.org
x (-)
Viscosity
Melt flow index
webstore.ansi.org
www.cdcmp.it/testing.html
x (-)
x (-)
Consistency
www.beuth.de
x (-)
Consistency
www.beuth.de
x (-)
Consistency
webstore.ansi.org
x (-)
x (-)
x (+)
Consistency; slurry webstore.ansi.org
Thixotropic
101203
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x (-)
www.beuth.de
5/9
150
DIN EN 13395-3:2002-09
151
DIN EN 1426:1999-12
152
DIN EN 2243-6: 1997-02
153
DIN EN 3801:1995-06
154
DIN ISO 2137:1997-08
Products and systems for the protection and repair of concrete structures Test methods; Determination of workability - Part 3: Test for flow of repair
concrete; German version EN 13395-3:2002
Bitumen and bituminous binders - Determination of needle penetration;
German version EN 1426:1999
Aerospace series - Structural adhesives, test methods - Part 6:
Determination of shear stress and shear strain
Aerospace series - Anaerobic polymerisable compounds - Torque strength
5 Nm; thixotropic index 8
Petroleum products - Lubricating grease and petrolatum Determination of
cone penetration (ISO 2137:1985)
155
FD X33-011 December 2002
Characterisation of sludges - Sludge management in relation to use or
disposal
156
ISO 1099:1975-11
Metals; Axial load fatigue testing
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Needle
www.beuth.de
Shearing strength
www.beuth.de
Draft standard
x (-)
Thixotropic
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Draft standard
x (-)
Cone
www.beuth.de
Sludge
Mechanical
properties
www.afnor.fr/portail.asp
x (+)
x (-)
x (-)
x (+)
Status:
Documentation
sheet
www.beuth.de
Viscosity
www.afnor.fr/portail.asp
Status :
International
standard
Consistency
www.beuth.de
Draft standard
157
158
159
ISO 11443:1995 February 1995
ISO 12058:1997 Part1 and Part 2
ISO 12115:1997
160
ISO 13765-2:2001-12
Plastics. Determination of the fluidity of plastics using capillary and slit-die
rheometers.
plastics viscosity falling ball
fibre-reinforced plastics ... flowability
Refractory mortars. Part 2: Determination of consistency using the
reciprocating flow table
161
162
163
ISO 1433:1995-12
ISO 14446:1999
ISO 1599:1990 December 1991
Rubber, vulcanized - Preferred gradations of properties
binders for paints viscosity
French equivalent standard(s) : NF EN ISO 1599
Physical properties www.beuth.de
164
ISO 1658:1994-02
Natural rubber (NR); evaluation procedure
Physical properties www.beuth.de
249
ISO 2039-1: 2001-12
Penetration ball
www.beuth.de
165
166
Cone
www.beuth.de
Consistency
www.beuth.de
x (+)
168
169
170
ISO 2137:1985-11
ISO 2307:1990
ISO 2431/ Technical Corrigendum
1:1994-06
ISO 2431/Technical Corrigendum
2:1999-04
ISO 2431:1993-02
ISO 2555:1989
Plastics - Determination of hardness - Part 1: Ball indentation method
Petroleum products; Lubricating grease and petrolatum; Determination of
cone penetration
ropes mechanical properties
Paints and varnishes - Determination of flow time by use of flow cups;
Technical Corrigendum 1
Paints and varnishes - Determination of flow time by use of flow cups;
Technical Corrigendum 2
Paints and varnishes; determination of flow time by use of flow cups
liquid resins viscosity*
Consistency
Consistency
www.beuth.de
www.beuth.de
x (+)
x (+)
x (+)
171
ISO 2884-1:1999-10
172
173
ISO 289-1:1994-07
ISO 3049:1974
174
175
ISO 3051:1974-07
ISO 3104:1994
167
176
177
ISO 3219:1993 October 1993
ISO 3666:1998
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Viscosity
Paints and varnishes - Determination of viscosity using rotary viscometers Part 1: Cone-and-plate viscometer operated at a high rate of shear
Rubber, unvulcanized - Determinations using a shearing-disc viscometer Part 1: Determination of Mooney viscosity
Shearing strength
gypsum physical properties
x (+)
www.afnor.fr/portail.asp
x (+)
x
x (+)
www.beuth.de
www.beuth.de
Gypsum plasters; Determination of mechanical properties
Festigkeit (Solidity) www.beuth.de
petroleum products viscosity*
Plastics - Polymers/resins in the liquid state or as emulsions or dispersions Determination of viscosity using a rotational viscometer with defined shear
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rate *
Viscosity
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water viscosity*
101203
x (+)
x (+)
x (+)
x (-)
x (-)
x (+)
Status :
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standard
x (+)
6/9
178
ISO 4103:1979 June 1979
Concrete -- Classification of consistency *
Consistency
179
ISO 4109:1980 February 1980
Determination of the consistence of fresh concrete -- Slump test
Consistency
180
ISO 4110:1979 December 1979
Fresh concrete. Determination of the consistency. Vebe test.
Consistency;
flowability
181
182
183
ISO 4111:1979 December 1979
ISO 5270:1998
ISO 5530-1:1997
Fresh concrete. Determination of consistency. Degree of compactibility
(compaction index). *
pulps physical properties*
wheat flour physical properties
184
185
ISO 556:1980-11
ISO 6388:1989
Coke (greater than 20 mm in size); Determination of mechanical strength
surface active agents flow properties
186
187
ISO 6721-10:1999
ISO 8130-5:1992
188
ISO/DIS 1099:2002-11
189
ISO/DIS 11273-1:1995-11
190
ISO/DIS 13737:1996-02
191
ISO/DIS 13765-1:2001-12
192
ISO/DIS 2884:1997-11
Consistency;
flowability
webstore.ansi.org;
www.afnor.fr/portail.asp;
www.beuth.de
webstore.ansi.org ;
www.afnor.fr/portail.asp;
www.beuth.de
www.afnor.fr/portail.asp;
webstore.ansi.org;
www.beuth.de
www.afnor.fr/portail.asp;
webstore.ansi.org;
www.beuth.de
x (-)
x (-)
x
193
ISO/DIS 35:2001-10
194
ISO/FDIS 2884-2:2002-10
Paints and varnishes - Determination of viscosity using rotary viscometers Part 2: Disc or ball viscometer operated at a specified speed
195
ISO/TR 7517:1983-12
Coke; Comparison of different tests used to assess the physical strength
Mechanical
properties
www.beuth.de
Mechanical
properties
www.beuth.de
Mechanical
properties
www.beuth.de
Draft standard
Soil, properties
www.beuth.de
Draft standard
Cone
www.beuth.de
Draft standard
x
Consistency
www.beuth.de
Draft standard
x (+)
www.beuth.de
Draft standard
www.beuth.de
Draft standard
www.beuth.de
Draft standard
Mechanical
properties
NF EN 1015-3
Methods of test for mortar for masonry. Part 3 : determination of
consistence of fresh mortar (by flow table).
Consistency
www.afnor.fr/portail.asp
197
NF EN 1015-4 October 1999
Methods of test for mortar for masonry. Part 4 : determination of
consistence of fresh mortar (by plunger penetration).
Consistency
www.afnor.fr/portail.asp
198
NF EN 1170-1 May 1998
Precast concrete products. Test method for glass-fibre reinforced cement.
Part 1 : measuring the consistency of the matrix, "Slump test" method.
Consistency
www.afnor.fr/portail.asp
199
NF EN 12350-3 December 1999
Testing fresh concrete - Part 3 : Vebe test
Consistency
www.afnor.fr/portail.asp
200
NF EN 12350-4 March 2001
Testing fresh concrete - Part 4 : degree of compactability
Consistency
www.afnor.fr/portail.asp
201
NF EN 12350-5 December 1999
Testing fresh concrete - Part 5 : flow table test
Consistency
www.afnor.fr/portail.asp
101203
x (-)
x (-)
Festigkeit (Solidity) www.beuth.de
196
x (+)
x
x (-)
plastics mechanical properties
coating powders flow properties
Metallic materials - Fatigue testing - Axial force controlled method
(Revision of ISO 1099:1975)
Soil quality - Determination of aggregate strength - Part 1: Tensile strength
measurement (crushing test)
Petroleum products - Lubricating greases - Determination of lowtemperature cone penetration
Refractory mortars. Part 1: Determination of consistency using the
penetrating cone
Paints and varnishes - Determination of viscosity at a high rate of shear by
a cone-and-plate viscometer (Revision of ISO 2884:1974)
Natural rubber latex concentrate - Determination of mechanical stability
(Revision of ISO 35:1995)
HorizontalNo21No22Anx1
Status :
International
standard
Status :
International
standard
Status :
International
standard
Status :
International
standard
x (-)
x (-)
x (+)
x (-)
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
x (-)
x (-)
x (-)
7/9
202
NF EN ISO 3219 November 1994
Plastics. Polymers/resins in the liquid state or as emulsions or dispersions.
Determination of viscosity using a rotational viscometer with defined shear
rate.
Viscosity
203
NF P18-507 November 1992
Additions for concrete. Water retention. Method for measurement of fluidity Consistency;
by flowing with the "cone de marsh".
fluidity; Cone
www.afnor.fr/portail.asp;
www.beuth.de
204
NF P94-051 March 1993
Soil : inverstigation and testing. Determination of Atterberg's limits. Liquid
limit test using cassagrande apparatus. Plastic limit test on rolled thread.
Consistency;
plasticity
www.afnor.fr/portail.asp
205
NF P94-052-1 November 1995
Soil : investigation and testing. Atterberg limit determination. Part 1 : liquid
limit. Cone penetrometer method.
Consistency
www.afnor.fr/portail.asp
206
NF T30-029 October 1980
Paints. Method of use a rotational viscosimeter for measuring the apparent
dynamic viscosity of varnishes, paints and similar preparations.
Viscosity
www.afnor.fr/portail.asp
207
NF T30-601 November 1977
Paints. Paint coatings for indoor use. Measurement of consistency by
penetrometer.
Consistency
www.afnor.fr/portail.asp
208
NF T66-033 November 1991
Tests on mastic asphalt. Determination of workability value. Bernard-brunel
test.
Consistency
www.afnor.fr/portail.asp
209
NF T77-104 April 1986
Basic silicones for industrial use. Pastes, greases and non fluid gels.
Determination of cone penetration. Consistometry.
www.afnor.fr/portail.asp
210
P15-437 June 1987
Hydraulic binders. Testing technics. Characterization of cements by fluidity
measurement under mortar vibration.
Fluidity
211
P18-358 July 1985
212
PR FD CR 13983 December 2000
213
SAE AIR 1168/9:1991-10
214
215
216
SAE AMS 3077:1988-10
UNI 20065:1997
UNI 5640
217
UNI 5656:1965
218
219
UNI 5662:1965
UNI 7044:1972
220
UNI 7123:1972
221
UNI 8361:1982
222
UNI 8701-3:1986
223
UNI 8997:1987
Waterproofing of Roofs - Asphalt Mastics - Determination of the Flow on a
Sloping Plane
Waterproofing of Roofs - Asphalt Grouts - Determination of the Flow on a
Sloping Plane
Determination of Consistency of Cement Mortars Using a Flow Table
Concrete - Determination of Starting and Finish Setting Times by the
Measure of Penetration Resistance
Paints and Varnishes - Determination of Consistency of Road Paints for
Horizontal Signals
Epoxide Resins - Test Methods - Determination of Viscosity by Means of
Rotational Viscometers
Preblended Expansive Mortars for Grouting - Superplastic Mortars Determination of Consistency by a Flow Apparatus
224
UNI 9417:1989
Fresh Concrete - Classification of Consistency
HorizontalNo21No22Anx1
Fluidity
www.afnor.fr/portail.asp
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
Status :
Certified
standard
Status :
Documentation
sheet
Status :
Documentation
sheet
Status :
Certified
tandard
Status :
Certified
tandard
Status :
Documentation
sheet
Status :
Tentative
standard
Sludge
www.afnor.fr/portail.asp
Status : Draft
standard
Consistency
Admixtures for concretes, mortars and grouts. Routine grouts for
prestressing ducts. Measurement of fluidity and water reduction.
Characterisation of sludges - Good practice for sludge utilisation in land
reclamation
Harmonised standard complying with an EC Directive : DI 86/278/EEC
01/06/1986 Council directive on the protection of the environment, and in
particular of the soil, when sewage sludge IS used in agriculture.
Thermophysical Properties of the Natural Environment, Gases, Liquids,
and Solids
Compound, Corrosion Preventive, Soft Film, Thixotropic, Cold Application
www.afnor.fr/portail.asp
www.afnor.fr/portail.asp
x (-)
x (+)
x (-)
x (+)
x (+)
x (-)
x (-)
x (-)
x (+)
Physical properties www.beuth.de
Thixotropic
Sliding
Melt flow index
www.beuth.de
www.uni.com
www.cdcmp.it/testing.html
x (+)
Sliding
www.uni.com
x (+)
Sliding
Concrete
www.uni.com
www.uni.com
x (+)
Concrete
www.uni.com
Consistency
www.uni.com
Viscosity
www.uni.com
x (+)
Consistency
Consistency;
concrete
www.uni.com
x (+)
www.uni.com
x (+)
101203
x
8/9
225
UNI 9846:1991
226
UNI EN 1015-3:2000
227
UNI EN 1015-4:2000
228
UNI EN 1170-1:2001
229
UNI EN 12350-2:2001
230
UNI EN 12350-3
231
UNI EN 12350-4:2001
232
UNI EN 12350-5
233
UNI EN 1308:2000
234
UNI EN 13179-1:2002
235
UNI EN 445
236
UNI EN 933-6:2003
237
UNI EN ISO 1133:2001
238
UNI EN ISO 12115:1999
239
UNI EN ISO 3104
240
UNI EN ISO 7808:2000
241
UNI ISO 4534:1992
242
XP T51-213 November 1995
250
Schulze von B., et al., 1991
ATV- Work report/ATVArbeitsbericht, 1989
251
252
Pigments and Extenders for Paints and Varnishes - Determination of Flow
Point
Methods of Test for Mortars for Masorny
Determination of Consistence of Fresh Mortar (by Flow Table)
Methods of Test for Mortars for Masorny
Determination of Consistence of Fresh Mortar (by Plunger Penetration)
Precast Concrete Products
Test Method for Glass-Fibre Reinforced Cement
Measuring the Consistency of the Matrix "Slump Tests Method".
Testing Fresh Concrete
Slump Test
Testing Fresh Concrete
Vebe Test
Testing Fresh Concrete
Degree of Compactability
Testing Fresh Concrete
Flow Table Test
Adhesives for Tiles
Determination of Slip
Test for Filler Aggregates Used in Bituminous Mixtures
Delta Ring and Ball Test
Grout for Prestressing Tendons
Test Methods
Tests for the Determination of Surface Characteristcs of Aggregates Evaluation of Surface Characteristics - Flow Coefficient of Aggregates
Plastics - Determination of Mass Fluidity Index and of Volume Fluidity Index
of Thermoplastic Materials
Fibre Reinforced Plastics
Thermosetting Moulding Compounds and Prepregs
Determination of Flowability, Maturation and Shelf Life
www.uni.com
Consistency
www.uni.com
Consistency
www.uni.com
Consistency;
concrete
www.uni.com
Concrete
www.uni.com
Cone
www.uni.com
Concrete
www.uni.com
Concrete
www.uni.com
Sliding
www.uni.com
Bitumen
www.uni.com
Cement
www.uni.com
Sliding
Fluidity; melt flow
index
www.uni.com
www.uni.com;
www.cdcmp.it/testing.html
Sliding
www.uni.com
x (+)
Viscosity
www.uni.com
x (+)
Fluidity
www.uni.com
x (+)
Sliding
www.uni.com
Petroleum Products
Transparent and Opaque Liquids
Determination of Kinematic Viscosity and Calculation of Dynamic Viscosity
Plastics
Thermosetting Moulding Materials
Determination of Transfer Flow
Vitreous and Porcelain Enamels - Determination of Fluidity Behaviour Fusion Flow Test
Plastics. Polymers, resins in liquid, emulsion or dispersion state, varnishes,
paints, oils. Determination of the dynamic viscosity under low shear rate by
vertical ball falling.
Viscosity
Kasumeter
Flowability
x (+)
x (+)
x (+)
Status :
Tentative
standard
x (+)
x (+)
Laboratory vane shear apparatus
Vane
x (+)
Vane
x (+)
Pocket penetrometer (Neuschäfer)
Penetrometer
x (+)
253
255
IARG 2003/Pasqualini et al. (2003) Cubic piling box (CPB) / piling behaviour of solid waste
Piling box
"Turned Box" [Method in France]
257
Coussot P. et al. ; 1994
258
Jean -Christophe Baudez et al.; 2002Modified slump test
HorizontalNo21No22Anx1
www.afnor.fr/portail.asp
x (+)
Pocket vane shear apparatus
Wichmann et al., 1997
ATV- Work report/ATVArbeitsbericht, 1989
256
Sliding
Inclined plane
x (+)
Further informatons are necessary
Flowability
x (+)
Flowability
x (+)
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9/9
ANNEX 2
HORIZONTAL – Report No. 22
69
HORIZONTAL – Report No. 22 (Annex 2)
Date:
CEN
Secretariat:
Physical properties – Determination of solidity – "Vane shear strength":
Laboratory reference method by 'Laboratory vane shear apparatus'
Physikalische Eigenschaften – Bestimmung der Festigkeit – "Flügelscherfestigkeit": Laborreferenzmethode mit der
'Laborflügelsonde'
Propriétés […] – Détermination de […] – : […]
ICS:
Descriptors:
Document type: European Standard
Document subtype:
Document stage: CEN Enquiry
Document language: E
(E)
Contents
Foreword......................................................................................................................................................................3
Introduction .................................................................................................................................................................4
1
Scope ..............................................................................................................................................................5
2
Standards and other normative references ................................................................................................5
3
Terms and definitions ...................................................................................................................................6
4
Principle..........................................................................................................................................................6
5
5.1
Equipment ......................................................................................................................................................6
Laboratory vane shear apparatus ................................................................................................................6
6
Test sample(s)................................................................................................................................................6
7
Working instructions .....................................................................................................................................7
8
Calculations and expression of results.......................................................................................................7
9
Test report ......................................................................................................................................................8
Annex A (informative) Laboratory vane shear apparatus .....................................................................................9
Bibliography ..............................................................................................................................................................10
2
(E)
Foreword
This document has been prepared by HORIZONTAL-Committee // CEN /TC /…, " […]".
This document is currently submitted to the HORIZONTAL Enquiry.
Other parts of this European Standard /HORIZONTAL Standards – Physical Properties are:
[…] - Determination of bulk density;
[…] - Determination of dry matter;
[…] - Determination of thixotropic behaviour;
[…] - Determination of piling behaviour;
[…] - Determination of flowability
3
(E)
Introduction
This document is developed in the project 'Horizontal'. It is the result of desk study "Physical properties – Solidity,
Thixotropic Behaviour and Piling Behaviour" in the project and aims at a laboratory reference method for
determining the solidity of sludge, soil, bio-waste and related wastes by means of the laboratory vane shear
apparatus. After discussion with all parties concerned in CEN and selection of a number of test methods described
in this study will be developed further as an modular horizontal method and validated in the project 'Horizontal'.
Until now test methods determining properties of materials were often prepared in Technical Committees (TC's)
working on specific products or specific sectors. In those test methods often steps as sampling, extraction, release
or other processing, analyses, etc were included. In this approach it was necessary to develop, edit and validate
similar procedural steps over and over again for each other product. Consequently this resulted in a lot of duplicate
work. To avoid such duplication of work for parts of a testing procedure often was referred to parts of test methods
from other TC's. However following problems are often encountered while using references in this way:
1)The referenced parts are often not edited in a way that they could easily be referred to,
2) the referenced parts are often not validated for the other type of material and
3) the updates of such test standards on products might lead to inadequate references.
In the growing amount of product and sector oriented test methods it was recognised that many steps in test
procedures are or could be used in test procedures for many products, materials and sectors. It was supposed that,
by careful determination of these steps and selection of specific questions within these steps, elements of the test
procedure could be described in a way that they can be used for all materials and products or for all materials and
products with certain specifications.
Based on this hypothesis a horizontal modular approach is being investigated and developed in the project
'Horizontal'. 'Horizontal' means that the methods can be used for a wide range of materials and products with
certain properties. 'Modular' means that a test standard developed in this approach concerns a specific step in a
test procedure and not the whole test procedure.
The texts of the chapters [x,x, and x] are normative; chapter [x, x] are informative chapters; annexes are normative
or informative, as stated in the top lines of the annexes.
4
(E)
1
Scope
This Part of this European standard specifies a laboratory reference method for determining the parameter vane
shear strength of sludge, soil, bio-waste and related wastes by means of the laboratory vane shear apparatus.
This Part of this European Standard is applicable to sludge, soil, bio-waste and related wastes from:

storm water handling

urban wastewater collecting systems

urban wastewater treatment plants

treating industrial wastewater similar to urban wastewater (as defined in Directive 91/271/EEC)

water supply treatment plants

soil

bio-waste (OFMSW, compost, etc. …).
This method is also applicable to sludge, soil, bio-waste and related wastes of other origin.
2
Standards and other normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the
publication referred to applies (including amendments).
ASTM D4648: Standard Test Method for Laboratory Miniature Vane Shear Test for Saturated Fine-Grained Clayey
Soil
Other Horizontal Standards:
[…], Sampling (in-situ and during transport) — […]
[…], Sample pre-treatment — […]
[…], Composition — Inorganic constituents — […]
[…], Composition — Organic constituents — […]
[…], Hygienic parameters — […]
[…], Biological parameters — […]
[…], Leaching — […]
[…], Vocabulary — […]
ATV-Arbeitsbericht (1989) [1]
5
(E)
3
Terms and definitions
For the purposes of this Part of this European Standard, the terms and definitions as stated in […], Vocabulary —
[…] and the following terms and definitions apply.
Vane shear strength
special shear strength, which is determined with the aid of laboratory or field vane, whereby the dimensions of the
vane and the measured torque have to be declare.
4
Principle
After preparation of the sample the horizontal torque from shearing the sample through the penetrated vane is
determined.
The vane apparatus, which is connected with the display over a torque spring, is manually or electrically rotated
and the vane cuts a cylindrical shaped sample. The torque is determined by the angle of rotation and the spring
constant. The torque is then converted to a shearing strength with the aid of a constant.
5
Equipment
5.1 Laboratory vane shear apparatus
5.1.1 Proctor vessel
5.1.2
6
Proctor hammer
Test sample(s)
For the pre-treatment for measuring the vane shear strength the steps have to be taken as follows:
(1) The material – if needed, dewatered – is reduced to small pieces with particle sizes of about 10 mm
(2) The mould – in this case the small Proctor vessel – has an internal diameter of 100 mm und a height of
120 mm.
(3) The material is filled into the Proctor vessel in three equal portions (each about 100 mm before compaction)
and is compressed with ten knocks by the small Proctor hammer (falling weight of 2.5 kg, height of falling
300 mm, diameter of the plunger 50 mm, diameter of compensating plate 99,5 mm, compare
DIN 18127 Proctor test [2]).
(4) After finishing emplacement and before test performance the density have to determined for a uniform starting
position (Proctor density)
6
(E)
7
Working instructions
-
Application of a horizontal torque by motorised driven device with a constant shear rate (10°/min).
-
The torque is determined by the angle of rotation and the spring constant. When the sample shears, the angle
of rotation and thus in that moment applied max. torque is kept by the scale.
-
Repetition of the measurement and formation of the average value of three measurements.
-
The torque is then converted to shear strength with the aid of a constant.
8
Calculations and expression of results
For the calculation of the vane shear strength
τv =
τv
the maximum torque is dividing by a constant:
M
[kN / m²]
K
where M:
K:
max. torque in [kN m],
π
2
⋅ d 2 ⋅ h ⋅ (1 +
where d:
h:
The shear strength
d
)[m3 ]
3h
diameter of the sheared cylinder = width of the vane,
height of the vane.
τv
is equal to the cohesion
cu of the undrained soil by (fast) shearing.
For h = d:
τv =
3⋅ M
2 ⋅π ⋅ d 3
7
(E)
9
Test report
The test report shall include the following informations:
a)
The standard under consideration and its date of publication (e.g. EN xxxx:2003)
b)
Information about the character of the material and the identity of the specific sample(s) to be tested
c)
Testing date or period
d)
Information on external circumstances
e)
All calculation results
f)
Identification of the standards used in the total test procedure
g)
Optionally: The test results obtained by field test
h)
Always finish the report with: ‘Where the test is not carried out in accordance with this standard, reference may
only be made to EN xxxx:2003 in the report in case all deviations from the procedures prescribed in this
standard are indicated in the report stating the reasons for deviation'.
8
(E)
Annex A
(informative)
Laboratory vane shear apparatus
Figure A.1 — Laboratory vane shear apparatus [1]
9
(E)
Bibliography
[1] ATV-Arbeitsbericht: Die Bestimmung der Deponierfähigkeit von Schlämmen mit der Referenzmethode
„Laborflügelscherfestigkeit“, ATV-Fachausschuss 3.2 und 3.6, Gesellschaft zur Förderung der Abwassertechnik
e.V. (GFA), 53773 Hennef: Korrespondenz Abwasser (1989), 36 (8), S. 903-909
[2] DIN 18127 (1997): Proctorversuch, Beuth-Verlag, Berlin
[3]
[4]
10
ANNEX 3
70
HORIZONTAL – Report No. 22
HORIZONTAL – Report No. 22 (Annex 3)
Date:
CEN
Secretariat:
Physical
properties – Determination
of
solidity – "Shear
Laboratory reference method by 'Penetrometer'
strength":
Physikalische Eigenschaften – Bestimmung der Festigkeit – Scherfestigkeit": Laborreferenzmethode mit dem
'Penetrometer'
Propriétés […] – Détermination de la […] – Partie 1: […]
ICS:
Descriptors:
Document type: European Standard
Document subtype:
Document stage: CEN Enquiry
Document language: E
(E)
Contents
Foreword......................................................................................................................................................................3
Introduction .................................................................................................................................................................4
1
Scope ..............................................................................................................................................................5
2
Standards and other normative references ................................................................................................5
3
Terms and definitions ...................................................................................................................................6
4
Principle..........................................................................................................................................................6
5
5.1
5.1.1
5.1.2
Equipment ......................................................................................................................................................6
Penetrometer..................................................................................................................................................6
Carrier .............................................................................................................................................................6
Cone tips.........................................................................................................................................................6
6
Test sample(s)................................................................................................................................................6
7
Working instructions .....................................................................................................................................7
8
Calculations and expression of results.......................................................................................................7
9
Test report ......................................................................................................................................................8
Annex A (informative) Penetrometer .........................................................................................................................9
Bibliography ..............................................................................................................................................................10
2
(E)
Foreword
This document has been prepared by HORIZONTAL-Committee // CEN /TC /…, " […]".
This document is currently submitted to the HORIZONTAL Enquiry.
Other parts of this European Standard /HORIZONTAL Standards – Physical Properties are:
[…] - Determination of bulk density;
[…] - Determination of dry matter;
[…] - Determination of thixotropic behaviour;
[…] - Determination of piling behaviour;
[…] - Determination of flowability
3
(E)
Introduction
This document is developed in the project 'Horizontal'. It is the result of desk study "Physical properties – Solidity,
Thixotropic Behaviour and Piling Behaviour" in the project and aims at a laboratory reference method for
determining the solidity of sludge, soil, bio-waste and related wastes by means of the penetrometer. After
discussion with all parties concerned in CEN and selection of a number of test methods described in this study will
be developed further as an modular horizontal method and validated in the project 'Horizontal'.
Until now test methods determining properties of materials were often prepared in Technical Committees (TC's)
working on specific products or specific sectors. In those test methods often steps as sampling, extraction, release
or other processing, analyses, etc were included. In this approach it was necessary to develop, edit and validate
similar procedural steps over and over again for each other product. Consequently this resulted in a lot of duplicate
work. To avoid such duplication of work for parts of a testing procedure often was referred to parts of test methods
from other TC's. However following problems are often encountered while using references in this way:
1)The referenced parts are often not edited in a way that they could easily be referred to,
2) the referenced parts are often not validated for the other type of material and
3) the updates of such test standards on products might lead to inadequate references.
In the growing amount of product and sector oriented test methods it was recognised that many steps in test
procedures are or could be used in test procedures for many products, materials and sectors. It was supposed that,
by careful determination of these steps and selection of specific questions within these steps, elements of the test
procedure could be described in a way that they can be used for all materials and products or for all materials and
products with certain specifications.
Based on this hypothesis a horizontal modular approach is being investigated and developed in the project
'Horizontal'. 'Horizontal' means that the methods can be used for a wide range of materials and products with
certain properties. 'Modular' means that a test standard developed in this approach concerns a specific step in a
test procedure and not the whole test procedure.
The texts of the chapters [x,x, and x] are normative; chapter [x, x] are informative chapters; annexes are normative
or informative, as stated in the top lines of the annexes.
4
(E)
1
Scope
This Part of this European standard specifies a laboratory reference method for determining the parameter shear
strength of sludge, soil, bio-waste and related wastes by means of the penetrometer.
This Part of this European Standard is applicable to sludge, soil, bio-waste and related wastes from:

storm water handling

urban wastewater collecting systems

urban wastewater treatment plants

treating industrial wastewater similar to urban wastewater (as defined in Directive 91/271/EEC)

water supply treatment plants

soil

bio-waste (OFMSW, compost, etc. …).
This method is also applicable to sludge, soil, bio-waste and related wastes of other origin.
2
Standards and other normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the
publication referred to applies (including amendments).
ISO 2137 — […]
ASTM D217
ASTM D937
BS 2000-49
BS 3712
prEN 13880-2
DIN 51580
DIN EN 1426
ISO/DIS 13765-1
Other Horizontal Standards:
[…], Sampling (in-situ and during transport) — […]
[…], Sample pre-treatment — […]
[…], Composition — Inorganic constituents — […]
[…], Composition — Organic constituents — […]
5
(E)
[…], Hygienic parameters — […]
[…], Biological parameters — […]
[…], Leaching — […]
[…], Vocabulary — […]
3
Terms and definitions
For the purposes of this Part of this European Standard, the terms and definitions as stated in […], Vocabulary —
[…] and the following terms and definitions apply.
4
Principle
For determining the undrained shear strength
cu with the penetrometer the depth - in tenth of a millimetre -, which
the needle or cone (in part several cone tips of different sizes) penetrates the sample under specific conditions of
weight of the cone and time, is measured.
The undrained shear strength
cu is then calculated by the weight of the cone, the penetration depth and the
constant K.
5
Equipment
5.1
Penetrometer
5.1.1
Carrier
5.1.2
Cone tips
6
Test sample(s)
For the pre-treatment for measuring the shear strength the steps have to be taken as follows:
(1) The material – if needed, dewatered – is reduced to small pieces with particle sizes of about 10 mm
(2) The mould – in this case the small Proctor vessel – has an internal diameter of 100 mm und a height of
120 mm.
(3) The material is filled into the Proctor vessel in three equal portions (each about 100 mm before compaction)
and is compressed with ten knocks by the small Proctor hammer (falling weight of 2.5 kg, height of falling
300 mm, diameter of the plunger 50 mm, diameter of compensating plate 99,5 mm, compare
DIN 18127 Proctor test [2]).
(4) After finishing emplacement and before test performance the density have to determined for a uniform starting
position (Proctor density)
6
(E)
7
Working instructions
-
Contact the tip of the penetrometer with the surface of the sample (h = 0) and then release the cone or needle.
-
After a fixed duration of 5s the depth, which is penetrated by the cone tip or needle, is measured. According to
the consistency of the analysed material several cone tips or needles of different sizes and weights (150mg –
150g) have to be used.
-
The temperature during the measurements should be 25 C.
-
Repetition of the measurement and formation of the average value of three measurements.
-
The undrained shear strength
cu is then calculated by the weight of the cone, the penetration depth and the
constant K.
8
Calculations and expression of results
The undrained shear strength
cu =
cu is calculated by the weight of the cone, the penetration depth and the constant K:
K ⋅m⋅ g  h 
⋅ 1 + 
i2
i

where m: mass of the cone,
g:
acceleration of gravity,
i:
depth of penetration (indentation),
h:
distance between cone apex and soil surface when the cone is dropped
(normally h = 0),
K:
function of the apex angle of the cone (Fig. 1).
Fig. 1: Relation between the parameter K and the apex angle b of the cone
7
(E)
9
Test report
The test report shall include the following informations:
a)
The standard under consideration and its date of publication (e.g. EN xxxx:2003)
b)
Information about the character of the material and the identity of the specific sample(s) to be tested
c)
Testing date or period
d)
Information on external circumstances
e)
All calculation results
f)
Identification of the standards used in the total test procedure
g)
Optionally: The test results obtained by field test
h)
Always finish the report with: ‘Where the test is not carried out in accordance with this standard, reference may
only be made to EN xxxx:2003 in the report in case all deviations from the procedures prescribed in this
standard are indicated in the report stating the reasons for deviation'.
8
(E)
Annex A
(informative)
Penetrometer
Figure A.1 — Penetrometer
9
(E)
Bibliography
[1] Hansbo, S. (1994): Foundation Engineering, Developments in Geotechnical Engineering, 75, Elsevier
[2] DIN 18127 (1997): Proctorversuch, Beuth-Verlag, Berlin
[3]
10
ANNEX 4
HORIZONTAL – Report No. 22
71
ANNEX 5
72
HORIZONTAL – Report No. 22
ANNEX 6
HORIZONTAL – Report No. 22
73
ANNEX 7
74
HORIZONTAL – Report No. 22
ANNEX 8
HORIZONTAL – Report No. 22
75
ANNEX 9
76
HORIZONTAL – Report No. 22
ANNEX 10
HORIZONTAL – Report No. 22
77
HORIZONTAL – Report No. 22 (Annex 10)
Date:
CEN
Secretariat:
Physical properties – Determination of piling behaviour – "Piling angle":
Laboratory reference method by 'Cubic Piling Box (CPB)'
Physikalische Eigenschaften – Bestimmung des Schüttverhaltens – "Schüttwinkel": Laborreferenzmethode mit dem
'kubischen Schüttkasten'
Propriétés […] – Détermination de la […] – […]
ICS:
Descriptors:
Document type: European Standard
Document subtype:
Document stage: CEN Enquiry
Document language: E
(E)
Contents
Foreword......................................................................................................................................................................3
Introduction .................................................................................................................................................................4
1
Scope ..............................................................................................................................................................5
2
Standards and other normative references ................................................................................................5
3
Terms and definitions ...................................................................................................................................6
4
Principle..........................................................................................................................................................6
5
5.1
Equipment ......................................................................................................................................................6
Cubic Piling Box (CPB) .................................................................................................................................6
6
Test sample(s)................................................................................................................................................6
7
Working instructions .....................................................................................................................................7
8
Calculations and expression of results.......................................................................................................7
9
Test report ......................................................................................................................................................7
Annex A (informative) Cubic Piling Box (CPB).......................................................................................................8
Bibliography ................................................................................................................................................................9
2
(E)
Foreword
This document has been prepared by HORIZONTAL-Committee // CEN /TC /…, " […]".
This document is currently submitted to the HORIZONTAL Enquiry.
Other parts of this European Standard /HORIZONTAL Standards – Physical Properties are:
[…] - Determination of bulk density;
[…] - Determination of dry matter;
[…] - Determination of solidity;
[…] - Determination of thixotropic behaviour;
[…] - Determination of flowability
3
(E)
Introduction
This document is developed in the project 'Horizontal'. It is the result of desk study "Physical properties – Solidity,
Thixotropic Behaviour and Piling Behaviour" in the project and aims at a laboratory reference method for
determining the piling behaviour of sludge, soil, bio-waste and related wastes by means of the Cubic Piling Box
(CPB). After discussion with all parties concerned in CEN and selection of a number of test methods described in
this study will be developed further as an modular horizontal method and validated in the project 'Horizontal'.
Until now test methods determining properties of materials were often prepared in Technical Committees (TC's)
working on specific products or specific sectors. In those test methods often steps as sampling, extraction, release
or other processing, analyses, etc were included. In this approach it was necessary to develop, edit and validate
similar procedural steps over and over again for each other product. Consequently this resulted in a lot of duplicate
work. To avoid such duplication of work for parts of a testing procedure often was referred to parts of test methods
from other TC's. However following problems are often encountered while using references in this way:
1)The referenced parts are often not edited in a way that they could easily be referred to,
2) the referenced parts are often not validated for the other type of material and
3) the updates of such test standards on products might lead to inadequate references.
In the growing amount of product and sector oriented test methods it was recognised that many steps in test
procedures are or could be used in test procedures for many products, materials and sectors. It was supposed that,
by careful determination of these steps and selection of specific questions within these steps, elements of the test
procedure could be described in a way that they can be used for all materials and products or for all materials and
products with certain specifications.
Based on this hypothesis a horizontal modular approach is being investigated and developed in the project
'Horizontal'. 'Horizontal' means that the methods can be used for a wide range of materials and products with
certain properties. 'Modular' means that a test standard developed in this approach concerns a specific step in a
test procedure and not the whole test procedure.
The texts of the chapters [x,x, and x] are normative; chapter [x, x] are informative chapters; annexes are normative
or informative, as stated in the top lines of the annexes.
4
(E)
1
Scope
This Part of this European standard specifies a laboratory reference method for determining the parameter piling
angle of sludge, soil, bio-waste and related wastes by means of the Cubic Piling Box (CPB).
This Part of this European Standard is applicable to sludge, soil, bio-waste and related wastes from:

storm water handling

urban wastewater collecting systems

urban wastewater treatment plants

treating industrial wastewater similar to urban wastewater (as defined in Directive 91/271/EEC)

water supply treatment plants

soil

bio-waste (OFMSW, compost, etc. …)
This method is also applicable to sludge, soil, bio-waste and related wastes of other origin.
2
Standards and other normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the
publication referred to applies (including amendments).
[…] — […]
Other Horizontal Standards:
[…], Sampling (in-situ and during transport) — […]
[…], Sample pre-treatment — […]
[…], Composition — Inorganic constituents — […]
[…], Composition — Organic constituents — […]
[…], Hygienic parameters — […]
[…], Biological parameters — […]
[…], Leaching — […]
[…], Vocabulary — […]
[…] — […]
5
(E)
3
Terms and definitions
For the purposes of this Part of this European Standard, the terms and definitions as stated in […] and the following
terms and definitions apply.
Slope angle
Inclination of a slope referring to horizontal (i.e. angle at the toe).
Piling angle
Slope angle of a material at rest.
4
Principle
This method can be used for determining the piling angle (angle of rest) of loose materials.
After placing the material into the box, the sidewalls are suddenly overturned and the stable final configuration is
surveyed. The natural slope angle of the remaining material can be measured on each side of the sample
remaining on the box base.
The CPB can be used to immediately and easily assess the natural slope angle of a material.
The influence of the CPB dimension on the slope angle should be negligible provided that the side of the box is
much greater than the maximum grain size of the sample.
Important advantages of this method are that it is very simple, easy to do both in the laboratory and in the field and
that no specialised personnel is requested.
5
5.1
Equipment
Cubic Piling Box (CPB)
5.1.1 A cubic box made of corrosion resistant material, without the upper side (see Figure A.1). The sidewalls must
be overturn able so that the material inside can freely fall down (see Figure A.2).
5.1.2 A rigid support must be provided under the box in order to let the sidewalls overturn almost completely (see
Figure A.2).
5.1.3 A device to measure the slope angle. To this purpose a total topographical station is the best way to have
precise measurements and automatic data acquisition.
6
Test sample(s)
The CPB test can be easily performed on loose materials (soils, waste, etc.) as well as on cohesive materials (e.g.
compacted materials).
This method was proposed for solid waste materials having a maximum grain size of about 5 cm [1] . In that case,
the sides of the cubic box were equal to 60 cm.
The minimum dimensions of the cubic box can be related to the grain size of the material to be tested. A minimum
of 30 cm x 30 cm should be considered in order to test a representative volume of material.
6
(E)
7
Working instructions
The material to be tested can be placed into the box by pouring it or it can be placed in layers that can be
compacted according to procedures similar to the Standard Proctor procedure [2].
If poured, the material must be left for at least 24 hours in order to let it consolidate under self-weight.
Then the sidewalls are suddenly overturned and the stable final configuration is surveyed.
The natural slope angle of the remaining material can be measured on each side of the sample remaining on the
box base.
8
Calculations and expression of results
If the material is homogeneous, the slope will have the same angle. This is the angle to be measured.
In case of non-homogeneous material, each of the four angles must be measured and all the values must be
expressed as results.
9
Test report
The test report shall include the following informations:
a)
The standard under consideration and its date of publication (e.g. EN xxxx:2003)
b)
Information about the character of the material and the identity of the specific sample(s) to be tested
c)
Testing date or period
d)
Information on external circumstances
e)
All calculation results
f)
Identification of the standards used in the total test procedure
g)
The test results obtained by field test
h)
Always finish the report with: ‘Where the test is not carried out in accordance with this standard, reference may
only be made to EN xxxx:2003 in the report in case all deviations from the procedures prescribed in this
standard are indicated in the report stating the reasons for deviation'.
7
(E)
Annex A
(informative)
Cubic Piling Box (CPB)
sidewall
hing
base
Figure A.1 — Cubic Piling Box (CPB); closed sidewalls []
Figure A.2 — Cubic Piling Box (CPB); open sidewalls []
8
(E)
Bibliography
[1] Pasqualini E., Patacchini C., Stella M. (2003) Mechanical characterisation of municipal solid waste (in Italian).
Proc. Annual Meeting of the Researchers in Geotechnics, IARG 2003.
[2] ASTM D698-91. Test method for laboratory compaction characteristics of soil using standard effort. ASTM
Standards, Volume 04.08 Soil and Rock (I).
9
ANNEX 11
78
HORIZONTAL – Report No. 22
HORIZONTAL – Report No. 22 (Annex 11)
Date:
CEN
Secretariat:
Physical properties – Determination of piling behaviour – "Compactibility":
Laboratory reference method by 'Oedometer test'
Physikalische Eigenschaften – Bestimmung des Schüttverhaltens – "Verdichtbarkeit": Laborreferenzmethode mit
dem 'Oedometer Test'
Propriétés […] – Détermination de la […] – […]
ICS:
Descriptors:
Document type: European Standard
Document subtype:
Document stage: CEN Enquiry
Document language: E
(E)
Contents
Foreword......................................................................................................................................................................3
Introduction .................................................................................................................................................................4
1
Scope ..............................................................................................................................................................5
2
Standards and other normative references ................................................................................................5
3
Terms and definitions ...................................................................................................................................6
4
Principle..........................................................................................................................................................6
5
5.1
Equipment ......................................................................................................................................................6
Oedometer ......................................................................................................................................................6
6
Test sample(s)................................................................................................................................................6
7
Working instructions .....................................................................................................................................7
8
Calculations and expression of results.......................................................................................................7
9
Test report ......................................................................................................................................................7
Annex A (informative) Oedometer ...........................................................................................................................8
Bibliography ..............................................................................................................................................................10
2
(E)
Foreword
This document has been prepared by HORIZONTAL-Committee // CEN /TC /…, " […]".
This document is currently submitted to the HORIZONTAL Enquiry.
Other parts of this European Standard /HORIZONTAL Standards – Physical Properties are:
[…] - Determination of bulk density;
[…] - Determination of dry matter;
[…] - Determination of solidity;
[…] - Determination of thixotropic behaviour;
[…] - Determination of flowability
3
(E)
Introduction
This document is developed in the project 'Horizontal'. It is the result of desk study "Physical properties – Solidity,
Thixotropic Behaviour and Piling Behaviour" in the project and aims at a laboratory reference method for
determining the piling behaviour of sludge, soil, bio-waste and related wastes by means of the Oedometer test.
After discussion with all parties concerned in CEN and selection of a number of test methods described in this
study will be developed further as an modular horizontal method and validated in the project 'Horizontal'.
Until now test methods determining properties of materials were often prepared in Technical Committees (TC's)
working on specific products or specific sectors. In those test methods often steps as sampling, extraction, release
or other processing, analyses, etc were included. In this approach it was necessary to develop, edit and validate
similar procedural steps over and over again for each other product. Consequently this resulted in a lot of duplicate
work. To avoid such duplication of work for parts of a testing procedure often was referred to parts of test methods
from other TC's. However following problems are often encountered while using references in this way:
1)The referenced parts are often not edited in a way that they could easily be referred to,
2) the referenced parts are often not validated for the other type of material and
3) the updates of such test standards on products might lead to inadequate references.
In the growing amount of product and sector oriented test methods it was recognised that many steps in test
procedures are or could be used in test procedures for many products, materials and sectors. It was supposed that,
by careful determination of these steps and selection of specific questions within these steps, elements of the test
procedure could be described in a way that they can be used for all materials and products or for all materials and
products with certain specifications.
Based on this hypothesis a horizontal modular approach is being investigated and developed in the project
'Horizontal'. 'Horizontal' means that the methods can be used for a wide range of materials and products with
certain properties. 'Modular' means that a test standard developed in this approach concerns a specific step in a
test procedure and not the whole test procedure.
The texts of the chapters [x,x, and x] are normative; chapter [x, x] are informative chapters; annexes are normative
or informative, as stated in the top lines of the annexes.
4
(E)
1
Scope
This Part of this European standard specifies a laboratory reference method for determining the parameter
compactibility of sludge, soil, bio-waste and related wastes by means of the Oedometer test.
This Part of this European Standard is applicable to sludge, soil, bio-waste and related wastes from:

storm water handling

urban wastewater collecting systems

urban wastewater treatment plants

treating industrial wastewater similar to urban wastewater (as defined in Directive 91/271/EEC)

water supply treatment plants

soil

bio-waste (OFMSW, compost, etc. …)
This method is also applicable to sludge, soil, bio-waste and related wastes of other origin.
2
Standards and other normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the
publication referred to applies (including amendments).
ASTM D2435 — Standard test method for one-dimensional consolidation properties of soils
XP P94-091 — Soil : investigation and testing. Swelling test with oedometer. Determination of deformations by
loading several test pieces.
Other Horizontal Standards:
[…], Sampling (in-situ and during transport) — […]
[…], Sample pre-treatment — […]
[…], Composition — Inorganic constituents — […]
[…], Composition — Organic constituents — […]
[…], Hygienic parameters — […]
[…], Biological parameters — […]
[…], Leaching — […]
[…], Vocabulary — […]
[…] — […]
5
(E)
3
Terms and definitions
For the purposes of this Part of this European Standard, the terms and definitions as stated in […] and the following
terms and definitions apply.
Compressibility
Property of a material pertaining to its susceptibility to decrease in volume when subjected to load.
4
Principle
The oedometer test can be used to characterize the compressibility of the material and to have an indication of how
much a stratum of piled material can settle due to the loading of the material placed above.
For piling behaviour, the selection of the loading schedule (maximum value, load increments and the duration of
each increment) will be defined on the basis of the total height of piling and of the piling sequence. In particular, the
maximun load will be necessarily lower than that used according to the standard for soils [1].
The straining condition of a material due to piling are different from those in the oedometer, where lateral strains
are prevented. Nevertheless, if the material is piled in lifts that are large enough in comparison with their height
(three times at least), oedometic strains can be considered as representative. Settlements of the lower portion of
the material can be evaluated.
Important advantages of this method are that the procedure is well known and it is easy to do.
5
5.1
Equipment
Oedometer
5.1.1 A cylindrical mould containing the sample (see Figure A.1), that is placed on a porous disk
5.1.2 A porous disk placed upon the sample (see Figure A.2.), having a diameter 0.2 to 0.5 mm less than the
inside diameter of the mould.
5.1.3 Both porous disks shall be fine enough to prevent intrusion of material into the pores; their permeability must
be at least one order of magnitude higher that that of the sample.
5.1.4 A device for applying vertical loads or total stresses; it should permit quick application of a given load
increment without significant impact (see Figure A.3)
5.1.5 A deformation indicator, to measure changes in sample height, with a readability of 2 µm.
6
Test sample(s)
This method is most commonly performed on undisturbed samples of fine grained soils naturally sedimented in
water [1]; the basic test procedure can be also applicable to residual (weathered or chemically altered) soils or to
specimens of compacted materials.
The sample is restrained laterally and loaded axially with vertical stress increments. No horizontal deformation of
the sample is permitted but only a vertical strain.
The size of the mold that contains the specimen can vary on the basis of the maximum grain size of the material to
be tested. Minimum specimen diameter and height should be 20 cm in order to test a representative volume of
material. The minimum specimen diameter to height ratio shall be 2.5 in order to avoid significant influence of the
friction along the lateral surface between the sample and the mould.
6
(E)
7
Working instructions
The inner surface of the mould shall be highly polished or shall be coated with a low friction material (e.g. silicone
grease)
The material must be placed into the mould and then a prefixed sequence of loads must be applied.
The material can be compacted into the mould (for example according to the standard Proctor procedure [2]) or it
can be simply poured, depending on its nature.
Each load must be placed suddenly and left on the specimen for 24 hours in order to let it consolidate completely.
8
Calculations and expression of results
Vertical deformations must be measured for each load increment. The vertical deformation for a given load is
calculated referring to the height of the specimen at the previous load.
Vertical deformations must be plotted versus vertical pressures in order to obtain the compression curve of the
material. For each load increment the Young modulus can be calculated as the ratio between the current vertical
pressure increment and axial deformation.
9
Test report
The test report shall include the following informations:
a)
The standard under consideration and its date of publication (e.g. EN xxxx:2003)
b)
Information about the character of the material and the identity of the specific sample(s) to be tested
c)
Testing date or period
d)
Information on external circumstances
e)
All calculation results
f)
Identification of the standards used in the total test procedure
g)
The test results obtained by field test
h)
Always finish the report with: ‘Where the test is not carried out in accordance with this standard, reference may
only be made to EN xxxx:2003 in the report in case all deviations from the procedures prescribed in this
standard are indicated in the report stating the reasons for deviation'.
7
(E)
Annex A
(informative)
Oedometer
Figure A.1 — Cylindrical mould
load
porous disk
cap
Sample
rigid mould
porous disk
Figure A.2 — Oedometer
8
(E)
Micrometer
Load
Oedometer
Figure A.3 — Device for loading
9
(E)
Bibliography
[1] ASTM D2435-96. Standard test method for one-dimensional consolidation properties of soils. ASTM Standards,
Volume 04.08 Soil and Rock (I).
[2] ASTM D698-91. Test method for laboratory compaction characteristics of soil using standard effort. ASTM
Standards, Volume 04.08 Soil and Rock (I).
[3]
[4]
10
ANNEX 12
HORIZONTAL – Report No. 22
79
HORIZONTAL – Report No. 22 (Annex 12)
Date:
CEN
Secretariat:
Physical properties – Determination of piling behaviour – "Piling angle":
Field test by 'Cubic Piling Box (CPB)'
Physikalische Eigenschaften – Bestimmung des Schüttverhaltens – "Schüttwinkel": Felduntersuchung mit dem
'kubischen Schüttkasten'
Propriétés […] – Détermination de la […] – […]
ICS:
Descriptors:
Document type: European Standard
Document subtype:
Document stage: CEN Enquiry
Document language: E
(E)
Contents
Foreword......................................................................................................................................................................3
Introduction .................................................................................................................................................................4
1
Scope ..............................................................................................................................................................5
2
Standards and other normative references ................................................................................................5
3
Terms and definitions ...................................................................................................................................6
4
Principle..........................................................................................................................................................6
5
5.1
Equipment ......................................................................................................................................................6
Cubic Piling Box (CPB) .................................................................................................................................6
6
Test sample(s)................................................................................................................................................6
7
Working instructions .....................................................................................................................................7
8
Calculations and expression of results.......................................................................................................7
9
Test report ......................................................................................................................................................7
Annex A (informative) Cubic Piling Box (CPB).......................................................................................................8
Bibliography ................................................................................................................................................................9
2
(E)
Foreword
This document has been prepared by HORIZONTAL-Committee // CEN /TC /…, " […]".
This document is currently submitted to the HORIZONTAL Enquiry.
Other parts of this European Standard /HORIZONTAL Standards – Physical Properties are:
[…] - Determination of bulk density;
[…] - Determination of dry matter;
[…] - Determination of solidity;
[…] - Determination of thixotropic behaviour;
[…] - Determination of flowability
3
(E)
Introduction
This document is developed in the project 'Horizontal'. It is the result of desk study "Physical properties – Solidity,
Thixotropic Behaviour and Piling Behaviour" in the project and aims at a field test for determining the piling
behaviour of sludge, soil, bio-waste and related wastes by means of the Cubic Piling Box (CPB). After discussion
with all parties concerned in CEN and selection of a number of test methods described in this study will be
developed further as an modular horizontal method and validated in the project 'Horizontal'.
Until now test methods determining properties of materials were often prepared in Technical Committees (TC's)
working on specific products or specific sectors. In those test methods often steps as sampling, extraction, release
or other processing, analyses, etc were included. In this approach it was necessary to develop, edit and validate
similar procedural steps over and over again for each other product. Consequently this resulted in a lot of duplicate
work. To avoid such duplication of work for parts of a testing procedure often was referred to parts of test methods
from other TC's. However following problems are often encountered while using references in this way:
1)The referenced parts are often not edited in a way that they could easily be referred to,
2) the referenced parts are often not validated for the other type of material and
3) the updates of such test standards on products might lead to inadequate references.
In the growing amount of product and sector oriented test methods it was recognised that many steps in test
procedures are or could be used in test procedures for many products, materials and sectors. It was supposed that,
by careful determination of these steps and selection of specific questions within these steps, elements of the test
procedure could be described in a way that they can be used for all materials and products or for all materials and
products with certain specifications.
Based on this hypothesis a horizontal modular approach is being investigated and developed in the project
'Horizontal'. 'Horizontal' means that the methods can be used for a wide range of materials and products with
certain properties. 'Modular' means that a test standard developed in this approach concerns a specific step in a
test procedure and not the whole test procedure.
The texts of the chapters [x,x, and x] are normative; chapter [x, x] are informative chapters; annexes are normative
or informative, as stated in the top lines of the annexes.
4
(E)
1
Scope
This Part of this European standard specifies a field test for determining the parameter piling angle of sludge, soil,
bio-waste and related wastes by means of the Cubic Piling Box (CPB).
This Part of this European Standard is applicable to sludge, soil, bio-waste and related wastes from:

storm water handling

urban wastewater collecting systems

urban wastewater treatment plants

treating industrial wastewater similar to urban wastewater (as defined in Directive 91/271/EEC)

water supply treatment plants

soil

bio-waste (OFMSW, compost, etc. …)
This method is also applicable to sludge, soil, bio-waste and related wastes of other origin.
2
Standards and other normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the
publication referred to applies (including amendments).
[…] — […]
Other Horizontal Standards:
[…], Sampling (in-situ and during transport) — […]
[…], Sample pre-treatment — […]
[…], Composition — Inorganic constituents — […]
[…], Composition — Organic constituents — […]
[…], Hygienic parameters — […]
[…], Biological parameters — […]
[…], Leaching — […]
[…], Vocabulary — […]
[…] — […]
5
(E)
3
Terms and definitions
For the purposes of this Part of this European Standard, the terms and definitions as stated in […] and the following
terms and definitions apply.
Slope angle
Inclination of a slope referring to horizontal (i.e. angle at the toe).
Piling angle
Slope angle of a material at rest.
4
Principle
This method can be used for determining the piling angle (angle of rest) of loose materials.
After placing the material into the box, the sidewalls are suddenly overturned and the stable final configuration is
surveyed. The natural slope angle of the remaining material can be measured on each side of the sample
remaining on the box base.
The CPB can be used to immediately and easily assess the natural slope angle of a material.
The influence of the CPB dimension on the slope angle should be negligible provided that the side of the box is
much greater than the maximum grain size of the sample.
Important advantages of this method are that it is very simple, easy to do both in the laboratory and in the field and
that no specialised personnel is requested.
5
Equipment
5.1 Cubic Piling Box (CPB)
5.1.1 A cubic box made of corrosion resistant material, without the upper side (see Figure A.1). The sidewalls must
be overturn able so that the material inside can freely fall down (see Figure A.2).
5.1.2 A rigid support must be provided under the box in order to let the sidewalls overturn almost completely (see
Figure A.2).
5.1.3 A device to measure the slope angle. To this purpose a total topographical station is the best way to have
precise measurements and automatic data acquisition.
6
Test sample(s)
The CPB test can be easily performed on loose materials (soils, waste, etc.) as well as on cohesive materials (e.g.
compacted materials).
This method was proposed for solid waste materials having a maximum grain size of about 5 cm [1] . In that case,
the sides of the cubic box were equal to 60 cm.
The minimum dimensions of the cubic box can be related to the grain size of the material to be tested. A minimum
of 30 cm x 30 cm should be considered in order to test a representative volume of material.
6
(E)
7
Working instructions
The material to be tested can be placed into the box by pouring it or it can be placed in layers that can be
compacted according to procedures similar to the Standard Proctor procedure [2].
If poured, the material must be left for at least 24 hours in order to let it consolidate under self-weight.
Then the sidewalls are suddenly overturned and the stable final configuration is surveyed.
The natural slope angle of the remaining material can be measured on each side of the sample remaining on the
box base.
8
Calculations and expression of results
If the material is homogeneous, the slope will have the same angle. This is the angle to be measured.
In case of non-homogeneous material, each of the four angles must be measured and all the values must be
expressed as results.
9
Test report
The test report shall include the following informations:
a)
The standard under consideration and its date of publication (e.g. EN xxxx:2003)
b)
Information about the character of the material and the identity of the specific sample(s) to be tested
c)
Testing date or period
d)
Information on external circumstances
e)
All calculation results
f)
Identification of the standards used in the total test procedure
g)
The test results obtained by laboratory reference method
h)
Always finish the report with: ‘Where the test is not carried out in accordance with this standard, reference may
only be made to EN xxxx:2003 in the report in case all deviations from the procedures prescribed in this
standard are indicated in the report stating the reasons for deviation'.
7
(E)
Annex A
(informative)
Cubic Piling Box (CPB)
sidewall
hing
base
Figure A.1 — Cubic Piling Box (CPB); closed sidewalls [1]
Figure A.2 — Cubic Piling Box (CPB); open sidewalls [1]
8
(E)
Bibliography
[1] Pasqualini E., Patacchini C., Stella M. (2003) Mechanical characterisation of municipal solid waste (in Italian).
Proc. Annual Meeting of the Researchers in Geotechnics, IARG 2003.
[2] ASTM D698-91. Test method for laboratory compaction characteristics of soil using standard effort. ASTM
Standards, Volume 04.08 Soil and Rock (I).
9
ANNEX 13
Cover Letter 1.Aug. 2003
80
HORIZONTAL – Report No. 22
TUHH Wasserwirtschaft D-21071 Hamburg
ARBEITSBEREICH
WASSERWIRTSCHAFT UND
WASSERVERSORGUNG
CEN/TC308/WG1
PROF. DR.-ING. KNUT WICHMANN
CEN/TC308/WG1/TG3
M. Aldo Giove
Hamburg, 01.08.03
Th
Horizontal WP 7 "Physical Parameters"
1. Draft Report of Desk Study No. 22 "Solidity, Thixotropic Behaviour and Piling Behaviour"
Dear all,
in the annex "HorizontalNo22_010803.pdf" , "annex1_010803.pdf" and "annex2_010803.pdf" you
will find the first draft of our desktop study report on "Solidity, Thixotropic Behaviour and Piling
Behaviour". Please give us your comments until Wednesday, 20. August 2003 by email to below
address.
All the comments received will be discussed at the Hamburg meeting of CEN/TC308/WG1/TG3 on
28.08.03 and of CEN/TC308/WG1 on 29.08.03.
The final version will be prepared at the end of the WG1 meeting in order to be sending to the
coordinators on HORIZONTAL by 31. August 03 (absolute deadline).
Many thanks for your cooperation.
Kind regards,
K. Wichmann / C. Thormählen
Postanschrift
D - 21071 Hamburg
Telefon
++49 (40) 428 78-3917
Besucheranschrift
Schwarzenbergstraße 95
21073 Hamburg
Fax
++49 (40) 428 78-2999
E-mail
[email protected]
www.tu-harburg.de
ANNEX 14
Comments received and commented
HORIZONTAL – Report No. 22
81
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
General questions (highest score 5):
1 2 3 4 5
How do you value the horizontal standardisation approach as presented in project HORIZONTAL?
How do you value this particular desk study?
Can you largely endorse the recommendations for the next phase of this part of the work?
How were you informed on how to obtain the desk study reports?
Yes
No
Letter of circulation to experts of TG3
Do you have suggestions to improve the consultation process?
Name: Baudez, Jean-Christophe
Affiliation: Cemagref (F)
Date: 2003-08-05
Email: [email protected]
Page 1
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Table of comments and proposed decisions
Chapter/
Section/
Clauses
Initiator
of
t,e1
comment
P.20 (old version)
1
t = technical
e = editorial
t
2
Comments
Proposed change
Proposal from
Secretary and/or
Project Leader on
each comment
About thixotropy (p 20), […] there is a
misunderstanding between thixotropy and
viscoelasticity. In the Report was written […] "it
changes from the liquid to the solid state and vice
versa ... many polymers are thixotropic". Many
polymers are viscoelastic, defined by three regions:
first, a linear viscelastic behaviour, then, a non-linear
viscoelastic behaviour, and finally, depending the
structure, a viscous behaviour or a rupture. (Pasty
sewage sludge exhibits similar behaviour, Baudez
and Coussot, 2001, in Journal of Rheology).
The text passage about the polymers was
deleted and in chapter 1.6.2 some items
about thixotropic behaviour resp. thixotropy
in general (measuring procedures, etc.)
were added. Furthermore the material
behaviour in stress-strain relationship was
integrated in chapter 1.6.1 about solidity.
The comment from J.C.
Baudez was considered
and integrated in the
Report No 22 for the
following circulation
(beginning of
September)
NSB – national Standardization bodies and mirror committees;
MS – Member states; - AS Accession States
Page 2
3
Please fill appropriate desk study number (one table file per
study; change to be made under - View - Headers and Footers)
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
general
t
For the Vane Shear Strength, […] the strain (or
rotation angle) should be recorder with time during
each experiment. Some solid sludge must be elastic,
and recording the shear strain during with the vane
test is one of the methods to highlight this behaviour.
t, e
What […] it is meant by "flow table"? The inclined
plane test? If so, […] read a paper written by P
Coussot in Rheologica Acta, in 1995 […].
t
About slump test, please, find in attached file a paper
which summarize the principles and uses.
Page 3
Proposal for incorporated text (p.54):
“Furthermore it is recommended […] to
integrate a time-measuring device in the
test procedure to record the strain (or
rotation angle) depending on the time. This
method can highlight the elastic behaviour,
which is shown by some solid sludge.”
Project HORIZONTAL
2
Annex 14
The comment was
accepted and the
Report No 22 was
amended. For some
operations like
transportation or
pumping it makes
sense to integrate a
time-measuring device
to display the material
behaviour during the
shear period.
These aspects will be
included in the
Horizontal Report
No 21.
These aspects will be
included in the
Horizontal Report
No 21.
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Proposals for changes in text of desk study report / draft standard in case more extended information must be provided (please
indicate page nr, section number or any other relevant indication to allow proper placement of the text, if accepted)
Page 4
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
General questions (highest score 5):
1 2 3 4 5
How do you value the horizontal standardisation approach as presented in project HORIZONTAL?
How do you value this particular desk study?
Can you largely endorse the recommendations for the next phase of this part of the work?
Yes
No
How were you informed on how to obtain the desk study reports?
Letter of circulation to Aldo Giove as member of CEN TC292
Do you have suggestions to improve the consultation process?
Name: Aldo Giove
Affiliation: ENEL Produzione - Ricerca member of both CEN TC292 and several of its WGs, and member of UNI GL5 "Soil and waste"
working group
Date: 2003-10-06
Email: [email protected]
Page 5
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Table of comments and proposed decisions
Chapter/
Section/
Clauses
Initiator
of
t,e2
comment
t
Comments
Proposed change
[…] this piece of work will be useful for the purposes
of standardization in the waste characterization field,
because in some cases standards for assessing the
"solid", "paste-like" or "liquid" characteristics of
samples are necessary for the execution of further
testing. As an example, EN 12457 (parts 1 to 4)
currently include an annex named "Test for
determining whether waste is in the liquid state".
Proposal from
Secretary and/or
Project Leader on
each comment
Note (only for
information): The
example, which is given
in the comment (prEN
12457), was also
mentioned in the desk
studies (common
chapter 1.3).
For the forthcoming work on this field, […] the
availability of simple and quick "yes/no" tests for
assessing the liquid state of a material is really
needed; actually […] you are already aware of this
[…].
t
t
2
t = technical
e = editorial
2
NSB – national Standardization bodies and mirror committees;
MS – Member states; - AS Accession States
Page 6
3
Please fill appropriate desk study number (one table file per
study; change to be made under - View - Headers and Footers)
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Proposals for changes in text of desk study report / draft standard in case more extended information must be provided (please
indicate page nr, section number or any other relevant indication to allow proper placement of the text, if accepted)
Page 7
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
General questions (highest score 5):
1 2 3 4 5
How do you value the horizontal standardisation approach as presented in project HORIZONTAL?
How do you value this particular desk study?
Can you largely endorse the recommendations for the next phase of this part of the work?
No
How were you informed on how to obtain the desk study reports?
........................
Do you have suggestions to improve the consultation process?
After implementation of the comments by the Project team have another 3 – 6 months consultation and vote
by correspondence by national mirror committees.
Name: ON (Austria)
Affiliation:
Date:
Email: [email protected]
Page 8
Project HORIZONTAL
2003-10-15
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Table of comments and proposed decisions
Chapter/
Section/
Clauses
general
3
t = technical
e = editorial
Initiator
of
t,e3
comment
ON
(Austria)
2
t
Comments
Proposed change
Proposal from
Secretary and/or
Project Leader on
each comment
The standards cited are not used for the
determination of usual wastes; the methods
cited are only useable for sludge. There is
no horizontal approach because there is no
information about e.g. solidified wastes.
The statement is wrong resp. isn’t
justifiable. In chapter 4.1.1 e.g., it is already
mentioned, that the proposed method
(measuring the vane shear strength) is
applicable for (treated bio-) waste.
The comment isn’t
accepted; but to make
the issue more clear,
some sentences are
added in the
introduction (chapter
1.4.1) and summary of
the report; content
(basical) see also *
NSB – national Standardization bodies and mirror committees;
MS – Member states; - AS Accession States
Page 9
3
Please fill appropriate desk study number (one table file per
study; change to be made under - View - Headers and Footers)
Project HORIZONTAL
Date: 2003-09-01
CEN, ISO, NSB, MS and AS enquiry on DESK STUDIES
CEN ISO TC SC WG TG
Secretary/Project Leader: Project HORIZONTAL
DESK STUDY: HORIZONTAL No 22
2
Annex 14
Proposals for changes in text of desk study report / draft standard in case more extended information must be provided (please
indicate page nr, section number or any other relevant indication to allow proper placement of the text, if accepted)
* Materials,
which cannot be utilised, are subjected to the Landfill Directive (Council Directive 1999/31/EC), resp. the ordinances of the
member states. The member states had to translate this directive into national law. In Germany e.g., there is the landfill ordinance, which
became operative on 10.07.2002. Furthermore there does exist the waste disposal ordinance, it is a kind of adjustment resp. update of
the German “TA Siedlungsabfall”. By this regulation the limit values of ≥ 25 kN/m² for vane shear strength – termed in the HORIZONTAL
Report - and ≥ 50 kN/m² for 1-dim. axial compression strength with 20% axial deformation were set.
For this regulation it is not important, from where the materials come from. It is valid for different/all kinds of wastes: treated bio-waste,
solidified wastes, soils, etc.
Page 10
Project HORIZONTAL