Determination of the Sensitivity and Thixotropic Effects of Clay Soil for Selected Sites in Diwaniya City - Iraq

西 南 交 通 大 学 学 报

Vol. 55 No. 2

Apr. 2020

JOURNAL OF SOUTHWEST JIAOTONG UNIVERSITY

第 55 卷 第 2 期

2020 年 4 月

ISSN: 0258-2724 DOI：10.35741/issn.0258-2724.55.2.58

Earth Sciences

D

ETERMINATION OF THE

S

ENSITIVITY AND

T

HIXOTROPIC

E

FFECTS

OF

C

LAY

S

OIL FOR

S

ELECTED

S

ITES IN

D

IWANIYA

C

ITY

-

I

RAQ

迪瓦尼亚市某些选址粘土的敏感性和触变效应的测定-伊拉克

Department of Applied Geology, College of Science, University of Babylon Babylon, Iraq, abdalkreemrubaie@gmail.com, randalsalami82@gmail.com

Received: February 10, 2020 ▪ Review: April 2, 2020 ▪ Accepted: April 24, 2020 This article is an open access article distributed under the terms and conditions of the Creative Commons

) http://creativecommons.org/licenses/by/4.0 bution License (

Attri

Abstract

This paper is conducted to determine the sensitivity and thixotropic effects of clay soil for selected sites in Diwaniya city which are: (Dawr Aldubbat, Al-Zawra square, 14 Ramadan square, Al'iiskan Alaqadim and Military square). The main aim of this investigation is to study the sensitivity and thixotropy of clay soil, and determination and classification of soils to (Insensitive), (slightly to very sensitive) and (slightly to extra quick)) relying on special test methods in sensitivity and thixotropic phenomena. The experimental tests that were done including geotechnical, chemical and mineralogical tests to natural soils and special tests were for the identification and classification of sensitivity of soils. The results of sensitivity of soils test displayed low to medium for all the types of the soils in the study area. The results of the thixotropic strength ratio test showed a small increase in thixotropic strength ratio values with time. The results of Atterberg limits test indicated that increasing the proportion of the clay causes an increase in the plasticity index of the soil. While the results of the liquidity index varied from 0.24 to 0.70, which reflects the low sensitivity of the clay soil in the study area.

Keywords: Sensitivity, Thixotropic Effect, Diwaniya City, Thixotropic Strength Ratio

摘要 本文旨在确定迪瓦尼亚市中选定地点的黏土的敏感性和触变性效果：（达尔·阿杜巴特，扎 拉广场，14斋月广场，阿尔伊斯坎阿拉卡丁和军事广场）。这项研究的主要目的是研究黏土的敏 感性和触变性，并通过特殊的敏感性和敏感性测试方法来研究土壤对（不敏感），（轻微到非常 敏感）和（轻微到非常快）的分类和分类。触变现象。进行的实验测试包括对天然土壤的岩土工 程，化学和矿物学测试以及特殊测试，用于识别和分类土壤敏感性。对于研究区域中所有类型的 土壤，土壤敏感性测试的结果均显示为低至中等。触变强度比试验的结果表明，触变强度比值随 时间增加很小。阿特伯格极限试验的结果表明，增加粘土的比例会增加土壤的可塑性指数。而流

动性指数的结果从0.24到0.70不等，这反映了研究区粘土的低敏感性。

关键词: 灵敏度，触变效应，迪瓦尼亚市，触变强度比

I. I

Due to the increase in the world's population, geotechnical engineers are forced to deal with difficult soil such as the sensitive clay. Problematic clay, when exposed to periodic loading, could experience a piecemeal decrease in the bearing capacity or could lead to a catastrophic failure of its structure. This type of clay, when it is remolded, shows a large decrease in shear strength, which is called clay sensitivity [1].

The unconfined compressive strength in many of the clay soil that are deposited naturally, is decreased significantly when tested after remolding and there is no change in the moisture content. This is called sensitivity. This property could be defined as the percentage of the unconfined compressive strength in an undisturbed state to a remolded, equation 1 [2].

(1) The general classification of the clays according to their sensitivity is illustrated in Table 1. These kinds of clay could be formed in numerous areas of the world, such as Eastern Canada, Sweden, Norway, and the coastal region of India [2].

Table 1.

Classification of clay soil according to the degree of sensitivity Sensitivity, % Classification of clay References St < 8 Low sensitivity [3] 8 < St < 30 Medium sensitivity St > 30 Very high sensitivity Less than 1 Insensitive

[4] 1-8 Slightly to very

sensitive 8 to 64 Slightly to extra

quick

For geotechnical engineers, it is considered a challenge for these who have a specific problem in stability, settlement and predictive behavior. The structures that are built on sensitivity clay such as bridges, towers, high-rise buildings, often have a decreased safety factor during its lifetime.

There are many factors that cause periodic loads on the foundations, such as earthquakes, loads from winds, ice accumulation, and other loads, these loads could cause quick clay conditions and catastrophic failure [1].

Long bridges and chimneys, which are considered as long flexible structures, are normally subject to dynamic vibrations as a result from wind loading, which could amplify the static winds. Silos and oil tanks, which are considered as storage facilities, that are carry high pressure when its filled and become less pressure when its empty [5], [6].

Clay soils are affected by different factors that may lead to an increase or reduction in their sensitivity, including filtration, ion exchange, cation ratio, formation or addition of dispersing agents, cementation, weathering, and thixotropic hardening. The weathering processes have an effect on the flocculation tendencies of the soils by which ions in the solution change. Therefore, the strength and sensitivity numbers decrease or increase based on the type of differences in ionic distributions [1].

In the thixotropic process, clay particles and water are re-oriented into a new state of equilibrium in a state of rest after remodeling. During this process, the changing hard-state stresses must achieve new values, which lead to increased stress in the liquid state that appears in the form of suction operations. This shows that the strength gain, thixotropy, depends on the direction of the clay particles and water. This re-assembly process takes a long time and is sometimes called the coagulation process. It can be said that, in general, the greater the cohesion in the clay in a certain range of water content, the greater the strength gain [7]. This phenomenon is shown in Figure 1. The loss of strength in clay soil from its remodeling is primarily due to the destruction of the structure of the clay particles developed during the original sedimentation process. The thixotropic strength ratio is calculated from the following equation [8]:

Figure 1. Behavior of thixotropic material [2]

Some earlier studies that are related to the study of the sensitivity and thixotropy of clay soil are summarized below:

Terzaghi et al. [9] described the quantitative degree of clay sensitivity as follows: natural clay sensitivity between 1 and 4, while sensitive clay between 4 and 8, and high sensitivity clay between 8 and 16. Clays which have a degree of sensitivity more than 16 are called quick clays.

Eden [10] studied various approaches to acquiring undisturbed samples of sensitive coatings and noted that Shelby sampling (U-shape) was the best way to achieve undisturbed samples of sensitive clay.

Al-Rawi [11] studied the sedimentation of the alluvial plain deposits in the Diwaniya region. He reported that most of the gypsum has deposited a chemical deposition in the same place, and a small proportion of gypsum is of transferable origin as revealed by an X-ray study of the clay. He mentioned that chlorite and montmorillonite are the predominant clay minerals, kaolinite is also found in high ratios, and there is a small percentage of illite mineral.

Mitchell [12] reported by P.R. Day. According to tensiometers where entrench in clay pastes (apparently saturated), allowed to reach equilibrium, followed by the mixing of the clay. Tension decreased immediately after mixing and was restored over time. These results may reflect gas dissolution and time-dependent diffusion. In

addition, ionic motion after mixing may cause particle reorganization.

Al-Rashidy [13] evaluated the geotechnical properties of soil for the Al-Qadissya Governorate of Iraq, studying the geotechnical and chemical properties of the soil at depths of 1.0, 1.5, 3.5, 4.0, 6.0, 6.5, 8.5, and 9.0 meters. Based on the geotechnical maps, the results were interpreted, and an appropriate assessment was made by interpreting the maps and establishing an initial perception of the different geotechnical properties with the depth of the soil in the Diwaniya city Al-Qadissya Governorate. The objective of this study was to present an interpretation of the results to determine the sensitivity of clay and the thixotropic strength ratio of the clay soil for the study area.

A. Geology of the Study Area

The studied city is located 180 km south of the Baghdad Governorate. It occupies a geographical position in the middle of Iraq and represents the heart of the Middle Euphrates region, which is located in Iraq’s Mesopotamian Plain. The coordinate location of the city is determined to be between the latitudes 32°.0111 and 31°.5546 North and the longitudes 44°5107 and 44°5850 East [14]. A map of the location is shown in Figure 2 [15].

Figure 2. A satellite image showing location of study sites included for Diwaniya city [15]

The city of Diwaniya is part of the floodplain, which represents the most recent layers of the surface of Iraq as a composition of new sediments left by the Tigris and Euphrates Rivers. In addition, the region is free from the discovery of ancient rock layers, and the floodplain in Diwaniya dates back to the Pleistocene period. It is one of the oldest formations of Iraq’s Mesopotamian Plain [16]. The region has a depression fill deposit that

accumulates as a result of successive flooding [17]. These deposits are located in many parts of the study area. Aeolian deposits are identified in the eastern parts of the Diwaniya Governorate. These sediments are found as sand dunes, which are formed as crescent shapes with a height of 1– 3 m. They are not fixed, as the wind controls their distribution and transport [18], [19]. Figure 3 illustrates the geological map of the studied area.

II. M

The research methodology involved several stages. The field stage included the following: selecting five sites in Diwaniya city: Dawr Aldubbat, Al-Zawra square, 14 Ramadan square, Al'iiskan Alaqadim and Military square, whose locations are identified by their coordinates as shown in Figure 1.

Laboratory tests were conducted in the laboratories of the Department of Applied Geology/College of Science, as well as at the college of Materials Engineering/University of Babylon. The laboratory tests completed in this stage include the tests listed in Table 2. After completing the previous stages, the results were analyzed and explained to determine and assess the sensitivity and thixotropy of the clay in the study area.

Table 2.

Laboratory tests and specifications for each test

Soil properties tests Number of

samples tested Specifications P h y sic al , in d ex a n d en g in ee rin g tes

ts Moisture content 5 ASTM [21]

Atterberg limits 5 ASTM [22]

Specific gravity 5 ASTM [23]

Grain size analysis 5 ASTM [24]

Classification of soils 5 ASTM [25]

Unconfined compressive strength 5 ASTM [26]

Moisture-density relations 5 ASTM [27]

Ch

em

ica

l

tes

ts Sulphate content 5 British BS [28]

Gypsum content 5 British BS [28]

Total soluble salts 5 British BS [28]

Organic matter content 5 British BS [28]

Carbonates CO3 5 British BS [28]

pH-value 5 [29]

analysis

Mineralogy 3 [30]

III. R

D

L

T

This portion includes the results of the physical, engineering, chemical and mineral tests on the samples tested in the laboratory. These tests included the following:

A. Physical, Engineering and Index Tests

All tests were carried out on the five soil samples representing the five areas: Dawr Aldubbat, Al-Zawra square, 14 Ramadan square, Al'iiskan Alaqadim, and Military square. These tests were conducted according to American and British specifications and included the following tests as shown in Table 3.

1) Water Content

The distribution of water content for sites within the study area is normal of the heterogeneity addition to differences in the water table level of Diwaniya soils. The general direction displays difference with all sites. Most values fall between 26% and 39%.

2) Atterberg Limits

Table 3 displays the Atterberg Limit values for soils in the studied samples are approaching with each other, because the gathering of the

percentages of the particles are simple in terms of the soil (clay, silt, sand, gravel).

The Atterberg limits were measured after preparation of the samples. The plastic limit vary between 23% and non-plastic, while the liquid limit ranges from 30% to 51%, with an average of 45%. The liquidity index changes from 0.24 to 0.70 which gives an indicator on the low sensitivity clay in study area.

3) Specific Gravity

The specific gravity of the soil tested on the five samples ranged only from 2.66 to 2.75, which displays the similar mineralogical composition of the soil.

4) Grain-Size Analysis

Figure 4 and Table 3 show the percentages of soils and their distribution by size distribution curves. These given percentages indicate the original deposition in the study area. The results of grain-size analyses of five samples reveal that the clay-sized fractions (< 2 .m) have a 7–50% difference. Note that the grain-size distribution is well linked with the plasticity index of the soil.

Figure 4. Grain size distribution curves to five soils for study area

5) Strengths

a) Undisturbed Unconfined Compressive Strength

The undisturbed strength is determined by means of the unconfined compressive strength machine, which represents the average of five measurements.

Figure 5 shows that the values fall between 150 and 250 kPa. The undisturbed strength was measured after sampling.

Figure 5. Unconfined compression strength and strain for undisturbed samples to five soils

b) Remolding Unconfined Compressive Strength

The remolded strength was calculated using the unconfined compressive strength machine, from at least three tests. For all the measurements completed, the clay samples became so liquid upon remolding that the remolding compressive strength reduced by almost half from the undisturbed compressive strength values, with the values ranging between 70 and 130 kPa (Figure 6).

Figure 6. Unconfined compression strength and strain for remolded samples to five soils

6) Sensitivity Ratio

The values of sensitivity according to equation No.1 at all the sites in the study area are shown in Table 3.

7) Thixotropic Strength Ratio

Figure 7 and Table 3 present the results of several tests conducted on five compacted soils by the Stander Procter Test with water content close to optimum moisture content, to study the thixotropic strength regaining characteristics for different intervals of time of the selected samples at the study sites. However, the moisture content of the tested samples was maintained throughout the tested interval time and the results obtained using equation No. 2 showed that the thixotropic strength regained was relatively low for all the studied soils, being between 1.05 and 1.15 % for 28 days. This is because the soil of the study sites was of low to medium sensitivity.

Figure 7. Thixotropic strength a little increase with time for five soils

IV. C

T

Chemical tests were carried out in the laboratories of the Department of Applied Geology/ College of Science / University of Babylon. The results of the chemical tests which were used in this research are explained in the Table 4.

A. Sulphate Content Tests

The test was achieved in accordance with the British Standard (1377), bearing the symbol Test - Number 9 [28].

B. Gypsum Content Tests

Gypsum was determined by multiplying the sulphate content of the soil x 2.15%.

C. Total Soluble Salts Test

The amount of soluble salts for natural soil was obtained using the method described with the British Standard [28].

Table 3.

Geotechnical properties for the soils of the study area

Samples details Sample No. 1 2 3 4 5 Location Dawr Aldubbat Al-Zawra square 14 Ramadan square Al'iiskan Alaqadim Military square Moisture content (ω) % 38 39 32 31 26 Liquied limit L.L% 43 51 46 39 34

Plastic limit P.L% 26 28 27 26 NON

Plasticity index I.p% 17 23 19 13 NON

Liquidity index L.I% 0.70 0.47 0.26 0.38

-Specific gravity 2.73 2.75 2.73 2.70 2.66 Gra in siz e an aly

sis Gravel (%)_{Sand (%) 10}0 2_{6 12}0 ₃₅3 ₆₀0

Silt (%) 55 41 40 42 30

Clay (%) 35 51 48 20 10

Unified soil classification system (USCS)

ML CH CL ML SM

Dry unit weight (gm/cm3_{) 1.60 1.56 1.53 1.57 1.65}

Maximum dry unit weight (gm/cm3)

1.72 1.67 1.65 1.77 1.78

Optimum moisture content (%) 18 21 20 16 15

Undisturbed unconfined

compressive strength (KN/m2₎ 250 225 196 150 176

Remolding unconfined compressive

strength (KN/m 2) 128 115 80 70 95

Sensitivity, % 1.95 1.95 2.45 2.14 1.85

Thixotropic strength (Cu) at t = 0

(after compaction) 142.5 120 102.5 87.5 97.5

Thixotropic strength (Cu) at

t = 28 day (after compaction) 150 131 110 101 111.5

Thixotropic strength ratio 1.05 1.09 1.07 1.15 1.143

Water table

W.T.L (m) 0.80 0.35 1.00 1.11 1.55

D. Organic Material Content

The organic material content of the natural soil was found based on the method mentioned in the British specification British Standard [28], in the method of oxidation by dichromate. The results showed that they were within the normal specifications. The organic matter content varies between 0.54% and 1.02%, with an average of 0.79%.

E. Carbonates CO3

The tests indicated carbonate contents varying between 25% and 33%, with an average value of 30.2%. Such high values of carbonate content are common for the study area. It was checked according to British Standard [28].

Table 4.

Results of the chemical tests of the five soils used in the research

pH-value Organic matter content % Total soluble salts content % Carbonate content CO3 % Gypsum content % Sulphate content SO3 % Location No. 9.00 0.91 2.74 23 0.619 0.288 1 9.00 0.52 1.77 25 1.35 0.631 2 8.83 1.02 1.77 33 0.64 0.3 3 9.08 0.97 1.22 28 0.47 0.221 4 8.93 0.54 1.81 32 0.666 0.31 5 F. pH-Value

The pH was measured in the natural soils used in the research by the method provided by [29]. The soil pH was measured in the soil samples, the pH percentages varied between 8.8% and 9.08%, with an average of 8.9 %.

V. M

A

The X-ray diffraction types required for the three powder samples reflect that the mineralogical composition of the material is virtually the same throughout the study area. From the tests of samples in the study area, the presence of montmorillonite, kaolinite, illite and chlorite is found in different percentages.

According to [30], the presence of montmorillonite, kaolinite, and chlorite in different proportions. Even if it were a small percentage, it could significantly affect the physical properties of the soil.

As shown in Figures 8a, 8b, and 8c, the material consists of the actual amount of rock flour minerals like quartz, feldspar, dolomite and calcite. Illite is the major phyllosilicate mineral. Chlorite and kaolinite are also present in traces. Figures 8a, 8b, and 8c show the components of clay and non-clay minerals for the study area samples according to X-ray diffraction patterns.

a. Site of the Dawr Aldubbat

c. Site of the Military square Figure 8. Diagrams of soil diffraction in the sites

VI. C

After observing the results obtained from the study of the determination of the sensitivity and thixotropic effects of clay soil in Diwaniya city, the conclusions were as follows:

1. Plasticity index increases with the proportion of clays in the sites of the study area.

2. Liquidity index values indicate low values of the soil sensitivity.

3. The sensitivity ratio values indicated that the predominant soils in the study area are low to medium-sensitivity.

4. The presence of a part of clay minerals in a few percentages did not have a high impact on the sensitivity ratios.

5. Low thixotropic strength ratio values are due to the low coagulation and flocculation phenomenon ratio in the soils.

R

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