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Civil Engineering

Effect of Marble Dust for Stabilization of Expansive Soil

Profile image of Ponnurangam PalaniPonnurangam PalaniProfile image of GETU TAMIRUGETU TAMIRU

Abstract

Sub grade materials are expected to have basic desirable characteristics related to strength, stiffness and permeability. If these properties are not fulfilled, engineers are expected to come up with ground improvement methods. Due to growing cost of traditional stabilizing agents like lime and cement, the need for the economical utilization of industrial and agricultural wastes for beneficial engineering purposes have prompted an investigation into the stabilizing potential of marble dust in highly expansive clay soil. Marble dust is an industrial waste which can be incorporated with road construction materials if it has possesses the desired physical, chemical and mechanical properties. This research work is aimed to evaluate the effect of marble dust for stabilization of expansive clay soil. The laboratory work involved index properties to classify the soil samples. The preliminary investigation of the soil samples showed that it belongs to A-7-5 class of soil in the AASHTO soil classification system. Soils under this class are generally poor for sub grade material. Atterberg limits, Grain size analysis, Specific Gravity, free swell test, compaction, and CBR tests were used to evaluate the geotechnical properties of stabilized soil and to compare with standards. The soil stabilized with marble dust in stepped concentration of 5%, 10%, 15%, 20%, 25% and 30% by dry weight of the soil. Analysis of the results showed that marble dust has a potential to improve the engineering characteristics of expansive soil. Marble dust reduces plasticity index, swelling and OMC with increase in MDD and CBR at higher marble dust contents. From this study it was found out that marble dust stabilized soil for samples 1 and 2 it meets the minimum requirement of ERA pavement manual. However, it has fair to poor as pavement manual specification for use as a sub-grade material in road construction. Soil with 25-30% marble dust combination is found to become the best soil-marble dust combination for both sample 1 and sample 2.

FAQs

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What engineering properties of expansive soil improve with marble dust stabilization?add

The study demonstrates that adding 30% marble dust significantly reduces plasticity index and free swell, improving the properties of expansive soils.

How does marble dust affect the California Bearing Ratio of expansive soil?add

Results indicate that CBR values increase from 1.61% to 4.1% for sample 1 and 1.85% to 5.35% for sample 2 with 30% marble dust addition.

What is the impact of marble dust on the optimum moisture content of expansive soil?add

Optimum moisture content decreases from 33% to 26.1% for sample 1 and from 33.4% to 28.2% for sample 2 with 30% marble dust.

How does the addition of marble dust change the compaction characteristics of expansive soil?add

Maximum dry density increases from 1.308 g/cm³ to 1.424 g/cm³ for sample 1 with 30% marble dust, evidencing improved compaction.

What explains the reduction in plasticity indices with marble dust treatment?add

Increasing marble dust content replaces plastic soil particles with non-plastic aggregates, leading to a notable decrease in plasticity index.

Figures (23)
A. Sampling technique Purposive sampling technique was used by selecting particular parameters to make it sure that the parameters have certain characteristics as applied for this study. It is projected to be normally targets at particular geotechnical parameters.
A. Sampling technique Purposive sampling technique was used by selecting particular parameters to make it sure that the parameters have certain characteristics as applied for this study. It is projected to be normally targets at particular geotechnical parameters.
D. Sample Preparation Prior to treatment and testing, the sample was prepared in accordance with the method described in ASTM D421. This method involves: Breaking up the soil aggregates by rubber covered mallet. Then, sieve analysis is performed to separate the dried soils into two groups. The first group involves preparing uniform samples for Atterberg limits, free swell test and the other for compaction and California bearing ratio tests. Then, soil and marble dust is mixed manually to get uniform mix ratio for each test. Here the laboratory data‘s for the collected samples are elaborated and analyzed for the natural sub grade soil and the marble treated soil which can help in visualizing and concluding the results. For the performed tests, the discussion of test results are organized in a meaningful way and each data‘s are interpreted. For this research Waste marble dust was obtained from Sophomer marble factory which is located in Addis Ababa-Mojo road around Gelanarea. Then, it is properly packed in sacks and transported to the laboratory. The test results are also shown in Table
D. Sample Preparation Prior to treatment and testing, the sample was prepared in accordance with the method described in ASTM D421. This method involves: Breaking up the soil aggregates by rubber covered mallet. Then, sieve analysis is performed to separate the dried soils into two groups. The first group involves preparing uniform samples for Atterberg limits, free swell test and the other for compaction and California bearing ratio tests. Then, soil and marble dust is mixed manually to get uniform mix ratio for each test. Here the laboratory data‘s for the collected samples are elaborated and analyzed for the natural sub grade soil and the marble treated soil which can help in visualizing and concluding the results. For the performed tests, the discussion of test results are organized in a meaningful way and each data‘s are interpreted. For this research Waste marble dust was obtained from Sophomer marble factory which is located in Addis Ababa-Mojo road around Gelanarea. Then, it is properly packed in sacks and transported to the laboratory. The test results are also shown in Table
The results of the tests conducted for identification and determination of the engineering properties of the natural soil before mixing marble dust are presented below. As shown in Figure 2 of sample 1 on the particle size distribution curve almost 90.05% of the soil is passing through No. 2( sieve. Based on unified soil classification system: Percentage of Gravel (Particle Size 75 mm—4.75 mm) = 100% - 99.43% 0.57%, Percentage of Sand (Particle size 4.75 mm—0.075 mm) = 99.43% - 90.05% = 9.38% and Percentage of fine particles 100% - (0.57 +9.38) % = 90.05% And also in Figure3: showing particle size distribution curve of sample2, in which of 88.74: of the soil is passing through No. 200 sieve.
The results of the tests conducted for identification and determination of the engineering properties of the natural soil before mixing marble dust are presented below. As shown in Figure 2 of sample 1 on the particle size distribution curve almost 90.05% of the soil is passing through No. 2( sieve. Based on unified soil classification system: Percentage of Gravel (Particle Size 75 mm—4.75 mm) = 100% - 99.43% 0.57%, Percentage of Sand (Particle size 4.75 mm—0.075 mm) = 99.43% - 90.05% = 9.38% and Percentage of fine particles 100% - (0.57 +9.38) % = 90.05% And also in Figure3: showing particle size distribution curve of sample2, in which of 88.74: of the soil is passing through No. 200 sieve.
Fig. 3 Grain size distribution of sample 2 soil
Fig. 3 Grain size distribution of sample 2 soil
The summaries of Atterberg limits are determined for liquid limit, plastic limit, and plasticity index of Soils. Results of the test are presented the following.
The summaries of Atterberg limits are determined for liquid limit, plastic limit, and plasticity index of Soils. Results of the test are presented the following.
EXPANSIVE SOILS CLASSIFICATION BASED ON ERA’S SITE INVESTIGATION MANUAL The expansiveness of the sub-grade soil samples 1 and 2 tested are 122.6 and 81.03 respectively and according to the ER/ Site Investigation Manual it lies under the high expansiveness class. And the estimated swelling potential according to Seed’ model (Seed et al, 1962) both samples 1 and 2 are 39.1 and 16.3 and the expansiveness is very high and high respectively Hence, in general the sub-grade soil of both samples has high expansiveness, suggest that both samples 1 and 2 soil i Expansive soil.
EXPANSIVE SOILS CLASSIFICATION BASED ON ERA’S SITE INVESTIGATION MANUAL The expansiveness of the sub-grade soil samples 1 and 2 tested are 122.6 and 81.03 respectively and according to the ER/ Site Investigation Manual it lies under the high expansiveness class. And the estimated swelling potential according to Seed’ model (Seed et al, 1962) both samples 1 and 2 are 39.1 and 16.3 and the expansiveness is very high and high respectively Hence, in general the sub-grade soil of both samples has high expansiveness, suggest that both samples 1 and 2 soil i Expansive soil.
Results that are related to swelling characteristics of the soil are also indicate that both the soil samples have problematic o structures built on sub grade soil with a free swell of sample 1 110% and sample 2, 80%. And also according to swe slassification based on free swell, both soil samples are considered as almost always problematic.
Results that are related to swelling characteristics of the soil are also indicate that both the soil samples have problematic o structures built on sub grade soil with a free swell of sample 1 110% and sample 2, 80%. And also according to swe slassification based on free swell, both soil samples are considered as almost always problematic.
This test is especially useful to prepare the remolded test sample for strength tests and swelling pressure determination using odometer test. The optimum moisture content and maximum dry density of both soil samples are 33%, 1.308g/cm? and 33.4%, 1.41g/cm?for sample 1 and sample 2 respectively.
This test is especially useful to prepare the remolded test sample for strength tests and swelling pressure determination using odometer test. The optimum moisture content and maximum dry density of both soil samples are 33%, 1.308g/cm? and 33.4%, 1.41g/cm?for sample 1 and sample 2 respectively.
The CBR value of both samples | and 2 are shown in the figure 5 below. From the above figure at 95% Maximum dry density, (MDD) the soil has sample 1 CBR value of 1.61% and sample 2 CBR value of 1.85% Strength of the sub-grade soil along the trial road section has also been determined. A three point CBR test at 10. 30 and 65 blows were conducted according to ASTM D1883 and the CBR values at 95% MDD was determined. The test result showed that the sub grade soil has low CBR value of 1.61% and 1.85% respectively. This does not satisfy the minimum requirements as sub-grade material. According to ERA standard specification a CBR value of less than 3% special treatment is required. 5) California Bearing Ratio
The CBR value of both samples | and 2 are shown in the figure 5 below. From the above figure at 95% Maximum dry density, (MDD) the soil has sample 1 CBR value of 1.61% and sample 2 CBR value of 1.85% Strength of the sub-grade soil along the trial road section has also been determined. A three point CBR test at 10. 30 and 65 blows were conducted according to ASTM D1883 and the CBR values at 95% MDD was determined. The test result showed that the sub grade soil has low CBR value of 1.61% and 1.85% respectively. This does not satisfy the minimum requirements as sub-grade material. According to ERA standard specification a CBR value of less than 3% special treatment is required. 5) California Bearing Ratio
The test results and analysis in general shows that the sub-grade soil of both samples can be classified as A-7-5 according to AASHTO classification system. The star indicates where the relation between soil’s plasticity index and liquid limit lies on the graph. Both samples are lies below the A-line and has USC system’s label of MH. The test result of the natural soil samples based on liquid limit, plasticity index, activity of clays and percent swell shows that the sub-grade is highly expansive. Furthermore, the CBR test result of the soil samples indicates that the sub-grade has very low load bearing capacity. Thus, such sub-grade soil is unsuitable to be used in road construction and proper remedial measure has to be taken before constructing pavements.
The test results and analysis in general shows that the sub-grade soil of both samples can be classified as A-7-5 according to AASHTO classification system. The star indicates where the relation between soil’s plasticity index and liquid limit lies on the graph. Both samples are lies below the A-line and has USC system’s label of MH. The test result of the natural soil samples based on liquid limit, plasticity index, activity of clays and percent swell shows that the sub-grade is highly expansive. Furthermore, the CBR test result of the soil samples indicates that the sub-grade has very low load bearing capacity. Thus, such sub-grade soil is unsuitable to be used in road construction and proper remedial measure has to be taken before constructing pavements.
According to skempton’s category of relation between clay activity and potential of expansion of sample 1 soil is 1.53 an sample? is 1.32 which is Active and high swelling potential.
According to skempton’s category of relation between clay activity and potential of expansion of sample 1 soil is 1.53 an sample? is 1.32 which is Active and high swelling potential.
SUMMARY OF LABORATORY TEST RESULTS OF SUB GRADE SOIL IN COMPARISON WITH ERA (2002) REQUIREMENTS
SUMMARY OF LABORATORY TEST RESULTS OF SUB GRADE SOIL IN COMPARISON WITH ERA (2002) REQUIREMENTS
SUMMARY OF LABORATORY TEST RESULTS OF SUB GRADE SOIL IN COMPARISON WITH ERA (2002) REQUIREMENTS The liquid limit of samples has decreased with the addition of marble dust percentage. The decrease of the liquid limit was in the order of 2.66% and 3.7 % by the addition of 5 percent marble dust for samples at kochi site (Sample!) and shenen gibe site (sample2) respectively. The maximum reduction in liquid limit was 19.63% and 23.9 % with the addition of 30% marble dust for samples at kochi site and shenen gibe site samples respectively. In general, the plasticity of the soil is decreased by the addition of marble dust content. This is clearly shown by the fact that plasticity index of treated soil decreased with increasing additive quantity. These effects are due to the partial replacement of plastic soil particles with marble dust which is non plastic material and flocculation and agglomeration of clay particles caused by cat ion exchange may be the other cause.
SUMMARY OF LABORATORY TEST RESULTS OF SUB GRADE SOIL IN COMPARISON WITH ERA (2002) REQUIREMENTS The liquid limit of samples has decreased with the addition of marble dust percentage. The decrease of the liquid limit was in the order of 2.66% and 3.7 % by the addition of 5 percent marble dust for samples at kochi site (Sample!) and shenen gibe site (sample2) respectively. The maximum reduction in liquid limit was 19.63% and 23.9 % with the addition of 30% marble dust for samples at kochi site and shenen gibe site samples respectively. In general, the plasticity of the soil is decreased by the addition of marble dust content. This is clearly shown by the fact that plasticity index of treated soil decreased with increasing additive quantity. These effects are due to the partial replacement of plastic soil particles with marble dust which is non plastic material and flocculation and agglomeration of clay particles caused by cat ion exchange may be the other cause.
The effects of marble dust on the free swell of the expansive soil are the reduction in free swell is directly proportional to the quantity of marble dust. The highest reduction in free swell is attained when the expansive soil is treated with 30% marble dust which is 28% for sample 1 and 18% for sample 2 reduction compared to untreated soil samples. The summaries of free swell for both samples are also shown below in figure 8. From the above free swelling characteristics the decrease in swelling are mainly due to: Marble dust decreases swell potential of expansive soils by replacing some of the volume that is previously held by expansive clay minerals and by cementing the soil particles together.
The effects of marble dust on the free swell of the expansive soil are the reduction in free swell is directly proportional to the quantity of marble dust. The highest reduction in free swell is attained when the expansive soil is treated with 30% marble dust which is 28% for sample 1 and 18% for sample 2 reduction compared to untreated soil samples. The summaries of free swell for both samples are also shown below in figure 8. From the above free swelling characteristics the decrease in swelling are mainly due to: Marble dust decreases swell potential of expansive soils by replacing some of the volume that is previously held by expansive clay minerals and by cementing the soil particles together.
Fig. 10 Variation of MDD with application of different marble dust contents for both samples The effect of marble dust on the maximum dry density of the expansive soil is shown in Figure 10 for sample 1 and Sample 2 soil samples. As shown in the figure 10, maximum dry density increase from 1.308g/cm? to 1.424 g/cm? for Sample 1 anc from 1.41 to 1.51 g/cm? for sample 2 soil samples with increased marble dust content from 0% to 30%. The increase in the maximum dry density is mainly due to: the partial replacement of comparatively light soils with the heavy weight marble dust, Comparatively high specific gravity value (2.79) of marble dust powder than that of replaced soil samples (2.68 and 2.7) and it may also be attributed to coating of the soil by the marble dust which results to heavy particles with small voids and hence high density.
Fig. 10 Variation of MDD with application of different marble dust contents for both samples The effect of marble dust on the maximum dry density of the expansive soil is shown in Figure 10 for sample 1 and Sample 2 soil samples. As shown in the figure 10, maximum dry density increase from 1.308g/cm? to 1.424 g/cm? for Sample 1 anc from 1.41 to 1.51 g/cm? for sample 2 soil samples with increased marble dust content from 0% to 30%. The increase in the maximum dry density is mainly due to: the partial replacement of comparatively light soils with the heavy weight marble dust, Comparatively high specific gravity value (2.79) of marble dust powder than that of replaced soil samples (2.68 and 2.7) and it may also be attributed to coating of the soil by the marble dust which results to heavy particles with small voids and hence high density.
Fig. 11 Variation of OMC with application of different marble dust contents for both samples The effect of marble dust on the optimum moisture content for the soil marble dust mixtures are shown in Figure 11. T] optimum moisture content decreases from 33% to 26.1 % for sample | and 33.4% to 28.2 % for sample 2 soils samples wi increased marble dust content from 0% to 30%.
Fig. 11 Variation of OMC with application of different marble dust contents for both samples The effect of marble dust on the optimum moisture content for the soil marble dust mixtures are shown in Figure 11. T] optimum moisture content decreases from 33% to 26.1 % for sample | and 33.4% to 28.2 % for sample 2 soils samples wi increased marble dust content from 0% to 30%.
The CBR value increases with the increase of marble dust with the opposite effect on the CBR Swell. The effect of marbl dust on CBR and CBR-Swell are opposite but with positive outcome after stabilization. The effect of marble dust on the CBI values of the soils Marble dust mixtures are shown in Figure 12.When treating the expansive soil at 30% marble dust conten the Kochi site soil marble dust sample gives a peak CBR value of 4.1% while that Shenen Gibe site CBR value is 5.35% from | value of 1.61 and 1.85% respectively for the natural soil. The CBR of the expansive soil increased with all higher marble dus contents and the increment is significant. This shows that the load bearing capacity of the sample increased significantly wit! marble dust treatment. The effect of marble dust on the CBR-swell for the soil marble dust mixtures are shown in Fig. 13 for both samples one and two. When treating the expansive soil at 30% marble dust content the Kochi site and Shenen Gibe site soil-marble dust samples gives CBR-swell of 1.72% and 1.48% from values of 4.12% and 3.13% for the natural soil samples. The CBR swell of the expansive soil decreased with all higher marble dust contents. This shows that the swelling potential of the sample decreased with marble dust stabilization.
The CBR value increases with the increase of marble dust with the opposite effect on the CBR Swell. The effect of marbl dust on CBR and CBR-Swell are opposite but with positive outcome after stabilization. The effect of marble dust on the CBI values of the soils Marble dust mixtures are shown in Figure 12.When treating the expansive soil at 30% marble dust conten the Kochi site soil marble dust sample gives a peak CBR value of 4.1% while that Shenen Gibe site CBR value is 5.35% from | value of 1.61 and 1.85% respectively for the natural soil. The CBR of the expansive soil increased with all higher marble dus contents and the increment is significant. This shows that the load bearing capacity of the sample increased significantly wit! marble dust treatment. The effect of marble dust on the CBR-swell for the soil marble dust mixtures are shown in Fig. 13 for both samples one and two. When treating the expansive soil at 30% marble dust content the Kochi site and Shenen Gibe site soil-marble dust samples gives CBR-swell of 1.72% and 1.48% from values of 4.12% and 3.13% for the natural soil samples. The CBR swell of the expansive soil decreased with all higher marble dust contents. This shows that the swelling potential of the sample decreased with marble dust stabilization.
On both samples, marble dust decreases CBR-swell of expansive soil. This is due to cation exchange and flocculation anc agglomeration of the soil particles. This is also due to replacement of some of the volume that is previously occupied by expansive clay minerals by marble dust. Therefore, Marble dust treated expansive soil satisfy the minimum criteria as specified by Ethiopian Road Authority pavement design manual (2002) specification for materials suitable for use as sub grade material of not less than 3% CBR determined at MDD and OMC. And according to (Bowles, J., 1992) the quality of CBR sub grade increased from very poor sub grade to poor to fair sub grade. Chemical stabilization of sub-grade soil with marble dust is still in conceiving stage in Ethiopia and not much researc experiences on the same area available. Some research work experiences in other country that can be referred include sub-grad soil stabilization with waste marble dust and more recently a laboratory test conducted on expansive sub-grade soil sample taken from Onur Baser,(2009) and Parte Shyam Singh and Yadav R.K, (2014).
On both samples, marble dust decreases CBR-swell of expansive soil. This is due to cation exchange and flocculation anc agglomeration of the soil particles. This is also due to replacement of some of the volume that is previously occupied by expansive clay minerals by marble dust. Therefore, Marble dust treated expansive soil satisfy the minimum criteria as specified by Ethiopian Road Authority pavement design manual (2002) specification for materials suitable for use as sub grade material of not less than 3% CBR determined at MDD and OMC. And according to (Bowles, J., 1992) the quality of CBR sub grade increased from very poor sub grade to poor to fair sub grade. Chemical stabilization of sub-grade soil with marble dust is still in conceiving stage in Ethiopia and not much researc experiences on the same area available. Some research work experiences in other country that can be referred include sub-grad soil stabilization with waste marble dust and more recently a laboratory test conducted on expansive sub-grade soil sample taken from Onur Baser,(2009) and Parte Shyam Singh and Yadav R.K, (2014).
TOTAL SUMMARY OF RESULTS FOR STABILIZATION
TOTAL SUMMARY OF RESULTS FOR STABILIZATION
The test results of Onur Baser indicates based on PI, swelling potential 30% marble dust stabilize the sub grade soil effectively and according to parte shyam laboratory result percents well and CBR shows that 40%marble dust stabilizes the sub- grade soil effectively where as in the case of the present study at 30% marble dust remarkable change was observed. This might be due to a difference in mineralogy of the soil samples. However, for proportions of 25%-30%marble dust comparable results are obtained in the present study.
The test results of Onur Baser indicates based on PI, swelling potential 30% marble dust stabilize the sub grade soil effectively and according to parte shyam laboratory result percents well and CBR shows that 40%marble dust stabilizes the sub- grade soil effectively where as in the case of the present study at 30% marble dust remarkable change was observed. This might be due to a difference in mineralogy of the soil samples. However, for proportions of 25%-30%marble dust comparable results are obtained in the present study.

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AMENDRA PRASAD YADAV

International Journal for Research in Applied Science and Engineering Technology, 2019

Marble Dust and Foundry Sand are two of the most widely spread and easily available waste materials that are produced by the industries. Marble Dust is a dust that is generated in the process of cutting of marble stone while foundry sand is a waste product of the metal casting industry. In this research work the utilization of marble dust and foundry sand as a soil stabilizing material is tested. Stabilizing the soil is very important part of the construction process. This is because some of the soils do not have the proper strength to bear the load that is being put on them and thus many times lead to a complete collapse of the building. To avoid this situation stabilization is done so that bearing capacity of the soil is increased to withstand the designed load. Lime and cement are the two materials that were mostly used for soil stabilization since many years. But now a day, due to the depletion of the natural resources there is an increase in the utilization of the waste materials for the same. Some of the waste materials used are fly ash, marble dust, foundry sand, rice husk ash etc. These materials not only provide an alternative to the usage of conventional materials, but are also helpful in controlling the environmental pollution. At most of the places these waste materials are dumped into the open area which causes a lot of problem to the people around that area as well as to the workers working at these places. Utilizing these waste materials will not only reduce the pollution but will also reduce the human dependability on the natural resources, thus leading to a more sustainable approach of construction. I. INTRODUCTION Soil is a major component of the earth's surface which sustains life. It is made up by the disintegration of rocks due to various environmental processes like changing weather, volcanic action, erosion of rocks by water etc. Some of the various types of soil that are found in our country are alluvial soil, laterite soil, peaty soil, black cotton soil or expansive soil etc. The type and availability of these soils are based upon the climatic and geographical location of a particular area. Apart from helping the plants grow, soil also helps the humans to carry out all the basic activities on it like travelling, construction, agriculture etc. A developing country like India demands rapid growth in its infrastructure i.e. a proper network of roads and buildings for development. All the constructions related to civil engineering, as like a simple house or a multi-storey building, a road or a highway, everything is built on the soil. It is very important to check all the engineering properties of the soil like the bearing capacity, shear strength etc before starting any construction work on it because all the soils are not suitable for construction always. Before construction of any project, site selection is the foremost objective of engineering department. The main purpose of site selection or investigation is to determine stable and good quality soil where the construction is to be done. It also helps in collecting all the relevant information about soil and its properties. Afterwards, soil with the best quality is selected for construction so that it would result in better structure. Foundation is the main part of any construction and it is totally depending upon the type of soil. Foundation soil is the one that carrying all the loads of structure and good foundation gives more stability and better texture to the construction. There are many types of soil that are found. They are:-1) Sandy 2) Silty 3) Chalky 4) Clayey 5) loamy Soil stabilization is a general term for any physical, chemical, biological, or combined method of changing a natural's oil to meet an engineering purpose. Usually compaction is done to stabilize the soil. Apart from compaction, draining out of the excess water also helps in increasing the stability of the soil. Adding various materials in the soil also helps in stabilizing it. Lime and cement have been the main sources of soil stabilization since many years. But gradually, utilization of cement for stabilization is decreased

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References (10)

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