D. I. Mazni, A. Hakam, J. Tanjung, F. Ismail, Yossyafra
Abstract Rankine's theory stated that the soil failure plane behind the monolith retaining wall is a linear equation and is applied similarly to the plane of precast block retaining walls. However, the actual failure plane in the field may differ from the theory. This research is done to determine the plane of soil failure behind a precast block retaining wall using wall modeling tests in the laboratory. Several stages for laboratory tests are carried out. Starting with making a precast block retaining wall with the planned dimensions, then a failure test is carried out by giving variations and adding loads in stages. The plane and pattern of failure from recorded laboratory tests. The failure shape is analyzed to obtain the mathematical equation. The shape of the failure obtained from the analysis is in the form of an S curve, with a power three polynomial function. Furthermore, the total area of the failure land is calculated. When compared with the results of the analysis using Rankine's theory equation, it is found that the area of the failure soil from the laboratory test of the precast block retaining wall is smaller, while the length of the failure of the soil is longer. The altitude simulation is continued based on the obtained mathematical model.
{"title":"Failure Plane on Precast Block Retaining Wall","authors":"D. I. Mazni, A. Hakam, J. Tanjung, F. Ismail, Yossyafra","doi":"10.2478/cee-2023-0008","DOIUrl":"https://doi.org/10.2478/cee-2023-0008","url":null,"abstract":"Abstract Rankine's theory stated that the soil failure plane behind the monolith retaining wall is a linear equation and is applied similarly to the plane of precast block retaining walls. However, the actual failure plane in the field may differ from the theory. This research is done to determine the plane of soil failure behind a precast block retaining wall using wall modeling tests in the laboratory. Several stages for laboratory tests are carried out. Starting with making a precast block retaining wall with the planned dimensions, then a failure test is carried out by giving variations and adding loads in stages. The plane and pattern of failure from recorded laboratory tests. The failure shape is analyzed to obtain the mathematical equation. The shape of the failure obtained from the analysis is in the form of an S curve, with a power three polynomial function. Furthermore, the total area of the failure land is calculated. When compared with the results of the analysis using Rankine's theory equation, it is found that the area of the failure soil from the laboratory test of the precast block retaining wall is smaller, while the length of the failure of the soil is longer. The altitude simulation is continued based on the obtained mathematical model.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"86 - 94"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45082402","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract The research includes a new model proposed for the stress-strain relationship of unconfined concrete in compression valid for normal and high strength concrete. A wide range of experimental data with varied lab circumstances has been used for fitting and other data for verifying the model. It is noted that the current model has a good agreement with the experimental data for both its ascending and descending branches in normal and high strength concrete. Depending on the mean of average values of experimental to calculated stresses, coefficient of variation, and difference ratio. Where values of the average experimental to calculated stresses ranged from 0.723 to 1.354 for 38 samples with a mean of 0.994, while the coefficient of variation values ranged from 16.099 to 48.562 with a mean of 27.704 % for these specimens. Also, difference ratio values ranged from 0.86 % to 31.804 % with a mean of 9.009 % for these specimens. The model gives the best results in comparison with other models.
{"title":"Formulation of Mathematical Model for Stress-Strain Relationship of Normal and High Strength Concrete Under Compression","authors":"Wisam Hulail Sultan, D. Hamza","doi":"10.2478/cee-2023-0011","DOIUrl":"https://doi.org/10.2478/cee-2023-0011","url":null,"abstract":"Abstract The research includes a new model proposed for the stress-strain relationship of unconfined concrete in compression valid for normal and high strength concrete. A wide range of experimental data with varied lab circumstances has been used for fitting and other data for verifying the model. It is noted that the current model has a good agreement with the experimental data for both its ascending and descending branches in normal and high strength concrete. Depending on the mean of average values of experimental to calculated stresses, coefficient of variation, and difference ratio. Where values of the average experimental to calculated stresses ranged from 0.723 to 1.354 for 38 samples with a mean of 0.994, while the coefficient of variation values ranged from 16.099 to 48.562 with a mean of 27.704 % for these specimens. Also, difference ratio values ranged from 0.86 % to 31.804 % with a mean of 9.009 % for these specimens. The model gives the best results in comparison with other models.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"35 1","pages":"119 - 133"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41269684","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract The castle in Nová Horka used to be the cultural centre of the Moravian-Silesian Region; it used to be called “Little Vienna”. Despite the fact there is little known about the structural development of the residence. The building archaeology survey in 2021/2022 helped to discover facilities that enabled to increase the comfort of noble people dwelling. These were parts of a heating system, system of lighting and waste disposal, and location of the castle in the landscape as well. The aim of this article is to describe and interpret these facilities in the context of development of Central-European castles. Another aim is to propose a presentation of these facilities to visitors which raises the tourist attractiveness of the castle and its neighbourhood. An educational presentation of this cultural heritage might contribute to sustainable development of this region.
{"title":"An Investigation of Historic Structures of Nová Horka Castle in Studénka (CR)","authors":"Lucie Augustinková","doi":"10.2478/cee-2023-0002","DOIUrl":"https://doi.org/10.2478/cee-2023-0002","url":null,"abstract":"Abstract The castle in Nová Horka used to be the cultural centre of the Moravian-Silesian Region; it used to be called “Little Vienna”. Despite the fact there is little known about the structural development of the residence. The building archaeology survey in 2021/2022 helped to discover facilities that enabled to increase the comfort of noble people dwelling. These were parts of a heating system, system of lighting and waste disposal, and location of the castle in the landscape as well. The aim of this article is to describe and interpret these facilities in the context of development of Central-European castles. Another aim is to propose a presentation of these facilities to visitors which raises the tourist attractiveness of the castle and its neighbourhood. An educational presentation of this cultural heritage might contribute to sustainable development of this region.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"17 - 29"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42516940","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract This paper was conducted to determine the hydrological and morphometric characteristics of the Wad Ramli region, Sudan. The Digital Elevation Model (DEM) was obtained and then processed within the ArcGIS 10.8 program. Hydrological analysis tools were used to determine the hydrological characteristics, and then the quantitative analysis was done to deduce the morphological characteristics. The water flow direction, water streams, stream orders, order 4 watershed, and all water basins were obtained. The best location for the dam's water storage was determined. It was found that the water is flowing normally, the basin is asymmetrical, and the area has low terrain.
{"title":"Determination of the Hydrological and Morphometric Characteristics Using GIS","authors":"Sahar I. M. Abd Elrahman, I. M. I. Ataalmanan","doi":"10.2478/cee-2023-0004","DOIUrl":"https://doi.org/10.2478/cee-2023-0004","url":null,"abstract":"Abstract This paper was conducted to determine the hydrological and morphometric characteristics of the Wad Ramli region, Sudan. The Digital Elevation Model (DEM) was obtained and then processed within the ArcGIS 10.8 program. Hydrological analysis tools were used to determine the hydrological characteristics, and then the quantitative analysis was done to deduce the morphological characteristics. The water flow direction, water streams, stream orders, order 4 watershed, and all water basins were obtained. The best location for the dam's water storage was determined. It was found that the water is flowing normally, the basin is asymmetrical, and the area has low terrain.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"39 - 47"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44095742","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Sulaiman Nayef Ahmed, Ahmad L. Almutairi, Wassim B. Domat
Abstract At present, the need to make use of industrial waste materials is increasing due to their harmful effects on the environment. In the present work, the behavior of hybrid reinforced T-Beam with partial substitution recycled rubberized concrete is studied. The finite element modeling by using ANSYS version 15 program. It contains also all the required steps needed to create the concrete models that were prepared to study the behavior of beams with partial substitution recycled rubberized concrete (RRC). The reinforcement of beams was various combinations of polymer GFRP and steel bars. The Rubberized concrete mixes were prepared by partial substitution 7.5 %, 10 %, and 12.5 % replacements by volume. The ratio of GFRP to steel reinforcement at mid‐span section was the second parameter investigated. Due to the large number of parameters affecting the behavior of Hybrid Reinforced T- Beam with partial substitution Recycled Rubberized Concrete, an extensive parametric study was performed using ANSYS version 15 program. Three parameters were investigated namely; Bottom RFT, compressive strength of concrete, and the existence of opening. The analytical results agree well with the experimental results in terms of mode of failure and the failure load values. The results indicated that although the flexural capacity of the tested specimen decreased with the addition of Crumb Rubber and reduced its self-weight. The failure load of the beam with partial substitution recycled rubberized concrete increases with bottom reinforcement by the GFRP bar or CFRP bar. Also, reinforced beams by CFRP bars had a higher failure load than reinforced beams by GFRP bars. Having an opening in hybrid reinforced T-Beam with partial substitution recycled rubberized concrete reduced the beam load capacity and maximum deflection. Also, using GFRP bars, and CFRP bars in the vicinity of openings in hybrid reinforced T-Beams increased the load capacity of these beams.
{"title":"Retracted: Non-Linear Analysis of Hybrid Reinforced T- Beam with Partial Substitution Recycled Rubberized Concrete","authors":"Sulaiman Nayef Ahmed, Ahmad L. Almutairi, Wassim B. Domat","doi":"10.2478/cee-2023-0009","DOIUrl":"https://doi.org/10.2478/cee-2023-0009","url":null,"abstract":"Abstract At present, the need to make use of industrial waste materials is increasing due to their harmful effects on the environment. In the present work, the behavior of hybrid reinforced T-Beam with partial substitution recycled rubberized concrete is studied. The finite element modeling by using ANSYS version 15 program. It contains also all the required steps needed to create the concrete models that were prepared to study the behavior of beams with partial substitution recycled rubberized concrete (RRC). The reinforcement of beams was various combinations of polymer GFRP and steel bars. The Rubberized concrete mixes were prepared by partial substitution 7.5 %, 10 %, and 12.5 % replacements by volume. The ratio of GFRP to steel reinforcement at mid‐span section was the second parameter investigated. Due to the large number of parameters affecting the behavior of Hybrid Reinforced T- Beam with partial substitution Recycled Rubberized Concrete, an extensive parametric study was performed using ANSYS version 15 program. Three parameters were investigated namely; Bottom RFT, compressive strength of concrete, and the existence of opening. The analytical results agree well with the experimental results in terms of mode of failure and the failure load values. The results indicated that although the flexural capacity of the tested specimen decreased with the addition of Crumb Rubber and reduced its self-weight. The failure load of the beam with partial substitution recycled rubberized concrete increases with bottom reinforcement by the GFRP bar or CFRP bar. Also, reinforced beams by CFRP bars had a higher failure load than reinforced beams by GFRP bars. Having an opening in hybrid reinforced T-Beam with partial substitution recycled rubberized concrete reduced the beam load capacity and maximum deflection. Also, using GFRP bars, and CFRP bars in the vicinity of openings in hybrid reinforced T-Beams increased the load capacity of these beams.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"95 - 107"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43351476","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract Determination of the stress state in concrete structures is a very important, but difficult task. In the case of new structures, it is possible to easily instal measurement instruments which can provide important data as a part of real-time monitoring. However, the evaluation of stresses in existing structures is much more challenging. Currently, stress relief methods are a well-established approach for the evaluation of the actual state of existing structures. The so-called Drilling method (also known as Stress-relief coring technique) is one of the possible techniques for such analysis. For practical use of this method, knowledge of pivotal factors which influence stress relief is crucial. Therefore, this paper presents a parametric study performed on a one-way post-tensioned slab which can help to understand the effect of the depth of the core and the distance from the edge of the hole (position of strain gauges) on the change in stress in the vicinity of the drilled core. Finally, based on the obtained data, the recommendations for the subsequent experimental program will be summarized. According to the study, it seems that the depth of drilled core does not significantly influence the stress relief and the main impact can be attributed to distance from the edge of the hole.
{"title":"Parametric Study of Drilling Method Performed on One-Way Post-Tensioned Slabs","authors":"J. Kraľovanec, M. Moravčík","doi":"10.2478/cee-2023-0015","DOIUrl":"https://doi.org/10.2478/cee-2023-0015","url":null,"abstract":"Abstract Determination of the stress state in concrete structures is a very important, but difficult task. In the case of new structures, it is possible to easily instal measurement instruments which can provide important data as a part of real-time monitoring. However, the evaluation of stresses in existing structures is much more challenging. Currently, stress relief methods are a well-established approach for the evaluation of the actual state of existing structures. The so-called Drilling method (also known as Stress-relief coring technique) is one of the possible techniques for such analysis. For practical use of this method, knowledge of pivotal factors which influence stress relief is crucial. Therefore, this paper presents a parametric study performed on a one-way post-tensioned slab which can help to understand the effect of the depth of the core and the distance from the edge of the hole (position of strain gauges) on the change in stress in the vicinity of the drilled core. Finally, based on the obtained data, the recommendations for the subsequent experimental program will be summarized. According to the study, it seems that the depth of drilled core does not significantly influence the stress relief and the main impact can be attributed to distance from the edge of the hole.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"167 - 177"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47283595","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Samir M. Chassib, Nasser Hakeem Tu’ma, Mohammed M. Handhal, Musab Sabah Abed, Sajid Kamil Zemam, Sa’ad Fahad Resan, Mustafa Jabar Madhi
Abstract In this paper, a new masonry construction is proposed based on honey beehive cell internal geometry as a unique structure and hydrostatic pressure principle. The considered experimental program involved suggestion, manufacturing, testing and analysis of masonry specimens of honey beehive units’ arrangement as well as corresponding specimens of custom arrangement, two classes of cementations bonding mortars are used. Plan strain concept and Saint Venant’s principle are adopted to model and assign proper boundary conditions of testing specimens. The significant improvement of masonry construction bearing capacity is confirmed by the obtained results and could be related to the presence of internal or self-confining pressure, which is produced due to the specific internal geometry of proposed honey beehive units’ arrangement of hexagonal construction units. The obtained results show that, the masonry specimens of proposed honey beehive arrangement Mode II exhibited higher bearing capacity in term of ultimate and service loads besides stiffness improvement in comparison with the customary arrangement Mode I.
{"title":"Developing Hydrostatic Beehive Brickwork","authors":"Samir M. Chassib, Nasser Hakeem Tu’ma, Mohammed M. Handhal, Musab Sabah Abed, Sajid Kamil Zemam, Sa’ad Fahad Resan, Mustafa Jabar Madhi","doi":"10.2478/cee-2023-0020","DOIUrl":"https://doi.org/10.2478/cee-2023-0020","url":null,"abstract":"Abstract In this paper, a new masonry construction is proposed based on honey beehive cell internal geometry as a unique structure and hydrostatic pressure principle. The considered experimental program involved suggestion, manufacturing, testing and analysis of masonry specimens of honey beehive units’ arrangement as well as corresponding specimens of custom arrangement, two classes of cementations bonding mortars are used. Plan strain concept and Saint Venant’s principle are adopted to model and assign proper boundary conditions of testing specimens. The significant improvement of masonry construction bearing capacity is confirmed by the obtained results and could be related to the presence of internal or self-confining pressure, which is produced due to the specific internal geometry of proposed honey beehive units’ arrangement of hexagonal construction units. The obtained results show that, the masonry specimens of proposed honey beehive arrangement Mode II exhibited higher bearing capacity in term of ultimate and service loads besides stiffness improvement in comparison with the customary arrangement Mode I.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"224 - 233"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49332781","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract The aim of this study is to investigate the behavior of RC concrete beams reinforced with basalt, carbon, glass fiber reinforced polymer bars and conventional steel. A comparison between the results has been performed to investigate and study the effect of fire on reinforced concrete beams considering the following items: (flexural capacity, deflection behavior and crack pattern). It is noticeable that the use of FRP bars significantly increased the ultimate load of the specimens, where the percentage of increase ranged between 34 - 73 % of the ultimate load of the specimen C-S under static load. The greatest ultimate load was reached the beam that was reinforced with carbon bars (CFRP). It was also noticed able that the use of FRP rods significantly increases the deflection of the beams. The percentage of increase was between 45 - 170 % of the final deflection of the C-S specimen under static load. It was noted that the effect of the fire on the beams reinforced with fiber bars (FRP), where the efficiency of bearing capacity of beams after fire decreases by 11 to 18 % of the actual efficiency of bearing capacity of beams control. As for the beam reinforced with conventional steel bars, its efficiency was reduced by 15 % from the actual capacity.
{"title":"Effect of Fire on Reinforced Concrete Beams with FRP and Conventional Steel at Limited Time of Fire","authors":"Mohamed Atef Ghobashy, A. Hilal, M. Ibrahim","doi":"10.2478/cee-2023-0006","DOIUrl":"https://doi.org/10.2478/cee-2023-0006","url":null,"abstract":"Abstract The aim of this study is to investigate the behavior of RC concrete beams reinforced with basalt, carbon, glass fiber reinforced polymer bars and conventional steel. A comparison between the results has been performed to investigate and study the effect of fire on reinforced concrete beams considering the following items: (flexural capacity, deflection behavior and crack pattern). It is noticeable that the use of FRP bars significantly increased the ultimate load of the specimens, where the percentage of increase ranged between 34 - 73 % of the ultimate load of the specimen C-S under static load. The greatest ultimate load was reached the beam that was reinforced with carbon bars (CFRP). It was also noticed able that the use of FRP rods significantly increases the deflection of the beams. The percentage of increase was between 45 - 170 % of the final deflection of the C-S specimen under static load. It was noted that the effect of the fire on the beams reinforced with fiber bars (FRP), where the efficiency of bearing capacity of beams after fire decreases by 11 to 18 % of the actual efficiency of bearing capacity of beams control. As for the beam reinforced with conventional steel bars, its efficiency was reduced by 15 % from the actual capacity.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"59 - 71"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41430641","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract The fundamental pillars of the emerging European integrated railway area include improving the safety of rail transport and the quality parameters of railway lines and ensuring their interoperability. As rail transport is one of the safest transport systems and the most environmentally friendly, the Slovak Railways (ŽSR) have developed strategic and investment plans to increase the competitiveness of rail transport in relation to other modes of transport. The current modernisation or reconstruction in the territory of the Slovak Republic focuses on the main railway lines that are part of significant European corridors (AGC, AGTC, TEN-T corridors). The inter-station section Palárikovo - Nové Zámky, the subject of the article, is a part of the European corridor No. IV, connecting Dresden with Arad and leading through the territory of the Slovak Republic. In this context, the article presents the analysis of the values of deformation characteristics on the reconstructed inter-station section Palárikovo - Nové Zámky, obtained verifying the quality of the implemented individual structural layers of the track bed.
{"title":"Diagnostics of the Deformation Resistance of the Track Bed in the Inter -Station Section Palárikovo - Nové Zámky - Track No. 1","authors":"L. Ižvolt, P. Dobeš, M. Mečár","doi":"10.2478/cee-2023-0025","DOIUrl":"https://doi.org/10.2478/cee-2023-0025","url":null,"abstract":"Abstract The fundamental pillars of the emerging European integrated railway area include improving the safety of rail transport and the quality parameters of railway lines and ensuring their interoperability. As rail transport is one of the safest transport systems and the most environmentally friendly, the Slovak Railways (ŽSR) have developed strategic and investment plans to increase the competitiveness of rail transport in relation to other modes of transport. The current modernisation or reconstruction in the territory of the Slovak Republic focuses on the main railway lines that are part of significant European corridors (AGC, AGTC, TEN-T corridors). The inter-station section Palárikovo - Nové Zámky, the subject of the article, is a part of the European corridor No. IV, connecting Dresden with Arad and leading through the territory of the Slovak Republic. In this context, the article presents the analysis of the values of deformation characteristics on the reconstructed inter-station section Palárikovo - Nové Zámky, obtained verifying the quality of the implemented individual structural layers of the track bed.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"280 - 287"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48863354","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Abstract The paper presents the results of the shear strength measurements of a soil-geosynthetic interface. The tests were executed using a large-size direct shear test apparatus. A total of 5 different samples of materials were tested, i.e., ash, sand, well-graded gravel, fine poorly-graded gravel, and medium poorly-graded gravel. These materials were reinforced using different types of geosynthetics, i.e., Thrace WG80 black woven geotextile, Tencate Miragrid GX55/30 woven geogrid, and Thrace TG3030S rigid polypropylene geogrid. An interface coefficient α, which represents the ratio of the soil-geosynthetic interface shear strength to the shear strength of unreinforced material sample, was determined for given combination of the material and geosynthetics. The coefficient α reached a greater value in the critical stress state than in the peak stress state for sands and gravels reinforced using GX55/30 and TG3030S geogrids. The value of the coefficient α was in a range of 0.87 - 1.04 for gravels and 1.03 - 1.19 for sand. The black woven geotextile was used as the reinforcement only in samples of sand and ash. The results pointed to the different behaviour of these materials in the testing of the interface shear strength.
{"title":"Analysis of the Shear Strength of a Soil-Geosynthetic Interface","authors":"J. Stacho, M. Súľovská, I. Slávik","doi":"10.2478/cee-2023-0040","DOIUrl":"https://doi.org/10.2478/cee-2023-0040","url":null,"abstract":"Abstract The paper presents the results of the shear strength measurements of a soil-geosynthetic interface. The tests were executed using a large-size direct shear test apparatus. A total of 5 different samples of materials were tested, i.e., ash, sand, well-graded gravel, fine poorly-graded gravel, and medium poorly-graded gravel. These materials were reinforced using different types of geosynthetics, i.e., Thrace WG80 black woven geotextile, Tencate Miragrid GX55/30 woven geogrid, and Thrace TG3030S rigid polypropylene geogrid. An interface coefficient α, which represents the ratio of the soil-geosynthetic interface shear strength to the shear strength of unreinforced material sample, was determined for given combination of the material and geosynthetics. The coefficient α reached a greater value in the critical stress state than in the peak stress state for sands and gravels reinforced using GX55/30 and TG3030S geogrids. The value of the coefficient α was in a range of 0.87 - 1.04 for gravels and 1.03 - 1.19 for sand. The black woven geotextile was used as the reinforcement only in samples of sand and ash. The results pointed to the different behaviour of these materials in the testing of the interface shear strength.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":"19 1","pages":"452 - 463"},"PeriodicalIF":1.2,"publicationDate":"2023-05-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44588977","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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