- Steel fibres increase inhomogeneity and alter rheological and hardened characteristics of self-compacting concrete. To investigate the rheological behaviour and hardened characteristics of self-compacting concrete (SCC) and selfcompacting steel fibre reinforced concrete (SCSFRC), a wide range of normal strength self-compacting concrete mixes containing steel fibres and coarse aggregates (of size 10 mm, 20 mm) with target cube compressive strengths between 30 to 70 MPa were prepared in the laboratory. The plastic viscosity of these concrete mixes were estimated to be in the range between 20–50 Pa s , and the slump flow time t 500 of each mix was recorded to ensure that the flow and passing ability for workability of the mixes satisfy the recommended British and European standards. This work mainly focuses on the properties of fibre reinforced self-compacting concrete containing 0.5% and 1% (by volume fraction) steel fibres and the effect of coarse aggregates on their rheological behaviour and flow characteristics. The effect of steel fibre content on the strength of hardened concrete is also investigated. In addition, comparison of flow behaviour between SCC and SCSFRC is also presented. Unrestricted use, distribution, and reproduction in any medium are permitted, provided the original work is properly cited.
-钢纤维增加了自密实混凝土的不均匀性，改变了流变学和硬化特性。为了研究自密实混凝土(SCC)和自密实钢纤维增强混凝土(SCSFRC)的流变行为和硬化特性，在实验室中制备了大量含有钢纤维和粗骨料(尺寸为10 mm和20 mm)的正常强度自密实混凝土混合物，目标立方体抗压强度在30至70 MPa之间。这些混凝土混合料的塑性粘度估计在20-50 Pa s之间，并记录了每种混合料的坍落度流动时间t500，以确保混合料的流动和和易性通过能力满足英国和欧洲的推荐标准。本文主要研究了含0.5%和1%(按体积分数)钢纤维的纤维增强自密实混凝土的性能，以及粗骨料对其流变行为和流动特性的影响。研究了钢纤维掺量对硬化混凝土强度的影响。此外，还对SCC和SCSFRC的流动特性进行了比较。允许在任何媒体上不受限制地使用、分发和复制，前提是正确引用原始作品。
{"title":"Assessing the Effect of Coarse Aggregate Size on \u0000Self-Compacting Fibre Reinforced Concrete Mix","authors":"A. Mimoun, S. Kulasegaram","doi":"10.11159/ijci.2022.011","DOIUrl":"https://doi.org/10.11159/ijci.2022.011","url":null,"abstract":"- Steel fibres increase inhomogeneity and alter rheological and hardened characteristics of self-compacting concrete. To investigate the rheological behaviour and hardened characteristics of self-compacting concrete (SCC) and selfcompacting steel fibre reinforced concrete (SCSFRC), a wide range of normal strength self-compacting concrete mixes containing steel fibres and coarse aggregates (of size 10 mm, 20 mm) with target cube compressive strengths between 30 to 70 MPa were prepared in the laboratory. The plastic viscosity of these concrete mixes were estimated to be in the range between 20–50 Pa s , and the slump flow time t 500 of each mix was recorded to ensure that the flow and passing ability for workability of the mixes satisfy the recommended British and European standards. This work mainly focuses on the properties of fibre reinforced self-compacting concrete containing 0.5% and 1% (by volume fraction) steel fibres and the effect of coarse aggregates on their rheological behaviour and flow characteristics. The effect of steel fibre content on the strength of hardened concrete is also investigated. In addition, comparison of flow behaviour between SCC and SCSFRC is also presented. Unrestricted use, distribution, and reproduction in any medium are permitted, provided the original work is properly cited.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"40 4 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129091479","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}
Abdullah Alshahrani, Tian-xiao Cui, S. Kulasegaram
- Self-compacting high-performance concrete (SCHPC) combines the properties and advantages of self-compacting concrete and high-performance concrete in both fresh and hardened states. For the SCHPC mix design, sand to aggregate ratio is a crucial parameter and plays an important role in governing the properties of SCHPC mix. This paper presents the results of an experimental investigation on the flowability, passing ability and mechanical properties of SCHPC mixes for various sand to total aggregate (S/A) ratio and water to cementitious material (w/cm) ratio. Tests were conducted on specimens using four (w/cm) ratios: 0.26, 0.30, 0.35 and 0.40 and two (S/A) ratios: 48% and 53%. All the mixtures were tested using slump flow test, J-Ring test, and L-box test in the fresh state as well as compressive strength, splitting tensile strength, and unit weight in the hardened state. The test results revealed that a lower S/A ratio (0.48) enhanced the flowability whereas the higher S/A ratio (0.53) enhanced the passing ability. The lower S/A ratio (0.48), containing greater proportion of coarse aggregate, generally improved the mechanical properties of SCHPC compared to the mixes with the higher S/A ratio (0.53).
{"title":"Effect of Sand to Aggregate Ratio on the Properties of \u0000Self-Compacting High-Performance Concrete","authors":"Abdullah Alshahrani, Tian-xiao Cui, S. Kulasegaram","doi":"10.11159/ijci.2022.006","DOIUrl":"https://doi.org/10.11159/ijci.2022.006","url":null,"abstract":"- Self-compacting high-performance concrete (SCHPC) combines the properties and advantages of self-compacting concrete and high-performance concrete in both fresh and hardened states. For the SCHPC mix design, sand to aggregate ratio is a crucial parameter and plays an important role in governing the properties of SCHPC mix. This paper presents the results of an experimental investigation on the flowability, passing ability and mechanical properties of SCHPC mixes for various sand to total aggregate (S/A) ratio and water to cementitious material (w/cm) ratio. Tests were conducted on specimens using four (w/cm) ratios: 0.26, 0.30, 0.35 and 0.40 and two (S/A) ratios: 48% and 53%. All the mixtures were tested using slump flow test, J-Ring test, and L-box test in the fresh state as well as compressive strength, splitting tensile strength, and unit weight in the hardened state. The test results revealed that a lower S/A ratio (0.48) enhanced the flowability whereas the higher S/A ratio (0.53) enhanced the passing ability. The lower S/A ratio (0.48), containing greater proportion of coarse aggregate, generally improved the mechanical properties of SCHPC compared to the mixes with the higher S/A ratio (0.53).","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"8 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122608192","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}
{"title":"Effect of Corrosion Location and Transverse Reinforcement on Flexural-Ductile Response of Reinforced Concrete Beams","authors":"Safdar Naveed Amini, Aditya S. Rajput","doi":"10.11159/ijci.2022.014","DOIUrl":"https://doi.org/10.11159/ijci.2022.014","url":null,"abstract":"","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"10 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129468867","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}
- With the interest of overcoming certain challenges like floods, shortage of electricity, drinking water, etc., river valley projects are taken which can serve the required purposes in the long run. Generally, the river valley projects which involve the construction of dam are situated in gorges where constructions are done through the rock masses. So, the specifications of the supports provided at the site can be utilized again for estimating the behaviour of the rock mass with the help of back calculation technique. Further, the determination of the properties of the rock mass at the site also aid in the assessment of stability, which can be done with the help of in-situ tests as well as laboratory tests. Since it is not feasible to conduct a large number of in-situ tests at site, one can find it advantageous to use the tools like Finite element codes like Plaxis 3D AE for determining the properties of the rock mass. In this research work, an attempt has been made to derive the properties of the rock mass by back calculation technique using the results of in-situ Plate load test. An appropriate material modelling is very important in any Finite Element analysis to arrive at solutions close to the exact values, necessitating the selection of appropriate constitutive model. In this context, the suitability of the four constitutive models viz. Jointed Rock mass model, Hoek-Brown model, Mohr-coulomb model and Hardening Soil model, appropriate to Pare Rock mass is examined. Through this study, a systematic approach has been adopted for the simulation of rock mass properties of the Pare Hydroelectric Project site with the help of numerical modelling. In addition to this, two different parameters viz. RMSE and MAPE values are computed to check the discrepancies among the field and the FEM values in the constitutive models for both loading and unloading conditions.
-为了克服某些挑战，如洪水，电力短缺，饮用水等，采取河谷项目，从长远来看可以满足所需的目的。通常，涉及大坝建设的河谷工程都位于峡谷中，这些工程都是在岩体中进行的。因此，可以再次利用现场提供的支护规格，借助反算技术对岩体的性能进行估计。此外，确定现场岩体的性质也有助于稳定性评估，这可以通过现场测试和实验室测试来完成。由于不可能在现场进行大量的原位测试，因此可以发现使用诸如Plaxis 3D AE等有限元代码等工具来确定岩体的性质是有利的。本研究尝试利用现场板载试验结果，通过反算技术推导出岩体的特性。在任何有限元分析中，为了得到接近精确值的解，合适的材料建模都是非常重要的，因此需要选择合适的本构模型。在此背景下，研究了节理岩体模型、Hoek-Brown模型、Mohr-coulomb模型和硬化土模型这四种本构模型对pare岩体的适用性。通过本研究，采用数值模拟的方法系统地模拟了Pare水电站坝址岩体的性质。此外，计算了两种不同参数RMSE和MAPE值，以检查加载和卸载条件下本构模型中的场值与FEM值之间的差异。
{"title":"Back Calculation of various Geomechanical Properties of Pare Rock Mass","authors":"P. Singh, D. Goswami, R. Singh","doi":"10.11159/ijci.2022.012","DOIUrl":"https://doi.org/10.11159/ijci.2022.012","url":null,"abstract":"- With the interest of overcoming certain challenges like floods, shortage of electricity, drinking water, etc., river valley projects are taken which can serve the required purposes in the long run. Generally, the river valley projects which involve the construction of dam are situated in gorges where constructions are done through the rock masses. So, the specifications of the supports provided at the site can be utilized again for estimating the behaviour of the rock mass with the help of back calculation technique. Further, the determination of the properties of the rock mass at the site also aid in the assessment of stability, which can be done with the help of in-situ tests as well as laboratory tests. Since it is not feasible to conduct a large number of in-situ tests at site, one can find it advantageous to use the tools like Finite element codes like Plaxis 3D AE for determining the properties of the rock mass. In this research work, an attempt has been made to derive the properties of the rock mass by back calculation technique using the results of in-situ Plate load test. An appropriate material modelling is very important in any Finite Element analysis to arrive at solutions close to the exact values, necessitating the selection of appropriate constitutive model. In this context, the suitability of the four constitutive models viz. Jointed Rock mass model, Hoek-Brown model, Mohr-coulomb model and Hardening Soil model, appropriate to Pare Rock mass is examined. Through this study, a systematic approach has been adopted for the simulation of rock mass properties of the Pare Hydroelectric Project site with the help of numerical modelling. In addition to this, two different parameters viz. RMSE and MAPE values are computed to check the discrepancies among the field and the FEM values in the constitutive models for both loading and unloading conditions.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"40 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115395121","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}
Sultan Al Shafian, Md. Nafis Imtiyaz, Mostafiz Emtiaz
{"title":"A Finite Element Approach to Investigate the Deformation Behaviour in Deep Excavation for TBM Launching Shaft","authors":"Sultan Al Shafian, Md. Nafis Imtiyaz, Mostafiz Emtiaz","doi":"10.11159/ijci.2023.005","DOIUrl":"https://doi.org/10.11159/ijci.2023.005","url":null,"abstract":"","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131590575","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}
- This study investigates the influence of the structure-to-soil relative rigidity on the structural behaviour of shallow foundation. The effect of change in the material and geometrical properties on the critical soil pressure intensity, bending moment and shear force of spread footings and rafts is investigated numerically using the finite element method. The parameters that are addressed in the analysis include the foundation thickness, soil modulus of subgrade reaction, concrete modulus of elasticity and plan geometry of the foundation. The foundation is modelled by thick shell elements while the soil by Winkler elastic springs. Findings of the study showed that the most important variables that affect the structural response of shallow foundations are the thickness and plan dimensions of the foundation, and to a lesser extent the soil modulus of subgrade reaction and concrete modulus of elasticity. A relative foundation-to-soil rigidity measure that can quantitatively predict the degree of stiffness of a shallow foundation was developed. The rigidity measure can help engineers in forecasting whether the traditional rigid foundation approach can be safely used to analyse a given spread footing or raft.
{"title":"Development of Relative Rigidity Measure for Shallow Foundations","authors":"S. Tabsh, Magdi Elemam","doi":"10.11159/ijci.2023.003","DOIUrl":"https://doi.org/10.11159/ijci.2023.003","url":null,"abstract":"- This study investigates the influence of the structure-to-soil relative rigidity on the structural behaviour of shallow foundation. The effect of change in the material and geometrical properties on the critical soil pressure intensity, bending moment and shear force of spread footings and rafts is investigated numerically using the finite element method. The parameters that are addressed in the analysis include the foundation thickness, soil modulus of subgrade reaction, concrete modulus of elasticity and plan geometry of the foundation. The foundation is modelled by thick shell elements while the soil by Winkler elastic springs. Findings of the study showed that the most important variables that affect the structural response of shallow foundations are the thickness and plan dimensions of the foundation, and to a lesser extent the soil modulus of subgrade reaction and concrete modulus of elasticity. A relative foundation-to-soil rigidity measure that can quantitatively predict the degree of stiffness of a shallow foundation was developed. The rigidity measure can help engineers in forecasting whether the traditional rigid foundation approach can be safely used to analyse a given spread footing or raft.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"57 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116133989","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}
J. W. Koh, S. Subramanian, S. Chew, K. Low, Y. C. Tan, C. Teo, J. M. J. Lee, M. Y. Koh
{"title":"Proof-of-Concept Laboratory-Scale Production of ‘Sand-like’ Material using Clayey Soil","authors":"J. W. Koh, S. Subramanian, S. Chew, K. Low, Y. C. Tan, C. Teo, J. M. J. Lee, M. Y. Koh","doi":"10.11159/ijci.2023.001","DOIUrl":"https://doi.org/10.11159/ijci.2023.001","url":null,"abstract":"","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"87 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123352770","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}
Erosion of soils seriously challenges the sustainability and safety in unpaved roads. It leads to faster deterioration of these roads by formation of rills and gullies in the running surface. Many factors related to the soil properties, rainfall parameters, and road geometry affect erodibility of soils at the surface of unpaved roads. However, little is known about the relationships between those factors of erodibility for a single rainfall event. This paper models the contributions of soil properties, intensity and duration of the rainfall, and road’s length and gradient to the quantity of eroded soils from unpaved roads. For a 30-minute duration and two consecutive days; rainfall intensities of 30 mm/hr, 51 mm/hr and 68 mm/hr were used to test the erodibility of soils. The tested bed surfaces were set at slopes of 0% and 6%, in a small (large)-scale testing box of 0.6 m (1.2 m) x 0.3 m x 0.17 m (length x width x height). RapidMiner Studio software was used to predict quantities of eroded soils based on the measured eroded soils under the same influencing factors of erodibility. Six predictive models were developed based on the firstand second-day rainfall events. The predictive models can perform well with the Nash and Sutcliffe’s coefficients of efficiency (ME) ranging from 0.62 to 0.74. Also, clay content and mean particle size of the surface soils, rainfall intensity and slope gradient were the most contributing factors to the quantity of eroded soils from unpaved roads.
土壤侵蚀严重挑战了未铺设道路的可持续性和安全性。由于在跑道表面形成了小溪和沟壑，导致这些道路更快地恶化。与土壤性质、降雨参数和道路几何形状有关的许多因素影响着未铺设道路表面土壤的可蚀性。然而，对于单一降雨事件中这些可蚀性因素之间的关系知之甚少。本文模拟了土壤性质、降雨强度和持续时间、道路长度和坡度对非铺装道路侵蚀土壤数量的贡献。持续30分钟，连续两天;降雨强度分别为30 mm/hr、51 mm/hr和68 mm/hr，测定了土壤的可蚀性。试验床面设置为0%和6%的坡度，在0.6 m (1.2 m) x 0.3 m x 0.17 m(长x宽x高)的小(大)尺度试验箱中。利用RapidMiner Studio软件，在相同可蚀性影响因素下，根据实测的侵蚀土进行侵蚀土数量预测。建立了6个基于首日和次日降水事件的预测模型。预测模型的Nash和Sutcliffe效率系数(ME)在0.62 ~ 0.74之间，具有较好的预测效果。此外，土壤层粘土含量、平均粒径、降雨强度和坡度是影响土壤层侵蚀量的主要因素。
{"title":"Modelling the Effects of Soil Properties, Rainfall and Road Geometry to Erosion in Unpaved Roads","authors":"Esdras Ngezahayo, G. Ghataora, Michael Burrow","doi":"10.11159/IJCI.2021.015","DOIUrl":"https://doi.org/10.11159/IJCI.2021.015","url":null,"abstract":"Erosion of soils seriously challenges the sustainability and safety in unpaved roads. It leads to faster deterioration of these roads by formation of rills and gullies in the running surface. Many factors related to the soil properties, rainfall parameters, and road geometry affect erodibility of soils at the surface of unpaved roads. However, little is known about the relationships between those factors of erodibility for a single rainfall event. This paper models the contributions of soil properties, intensity and duration of the rainfall, and road’s length and gradient to the quantity of eroded soils from unpaved roads. For a 30-minute duration and two consecutive days; rainfall intensities of 30 mm/hr, 51 mm/hr and 68 mm/hr were used to test the erodibility of soils. The tested bed surfaces were set at slopes of 0% and 6%, in a small (large)-scale testing box of 0.6 m (1.2 m) x 0.3 m x 0.17 m (length x width x height). RapidMiner Studio software was used to predict quantities of eroded soils based on the measured eroded soils under the same influencing factors of erodibility. Six predictive models were developed based on the firstand second-day rainfall events. The predictive models can perform well with the Nash and Sutcliffe’s coefficients of efficiency (ME) ranging from 0.62 to 0.74. Also, clay content and mean particle size of the surface soils, rainfall intensity and slope gradient were the most contributing factors to the quantity of eroded soils from unpaved roads.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"22 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122228817","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}
This article presents a study on the seismic performance of reinforced concrete shear wall buildings with focus on shear strength of walls that are designed using the seismic design provisions of the National Building Code of Canada. A set of buildings, four, six and eight storeys with a simple configuration and different heights have been considered here. While the static and linear dynamic analyses indicate the robustness in the design but dynamic time history analysis indicates deficiency in the shear capacity in the plastic hinge region. It is observed that a dynamic amplification factor for shear on flexural walls governs the shear demand. Here, a simple method has been proposed to estimate the amplified shear demand and to enhance shear resistance of a structural wall economically to avoid unintended shear failure.
{"title":"Seismic Performance of Reinforced Concrete Shear Wall Buildings","authors":"S. A. Hossain, A. Bagchi","doi":"10.11159/IJCI.2021.003","DOIUrl":"https://doi.org/10.11159/IJCI.2021.003","url":null,"abstract":"This article presents a study on the seismic performance of reinforced concrete shear wall buildings with focus on shear strength of walls that are designed using the seismic design provisions of the National Building Code of Canada. A set of buildings, four, six and eight storeys with a simple configuration and different heights have been considered here. While the static and linear dynamic analyses indicate the robustness in the design but dynamic time history analysis indicates deficiency in the shear capacity in the plastic hinge region. It is observed that a dynamic amplification factor for shear on flexural walls governs the shear demand. Here, a simple method has been proposed to estimate the amplified shear demand and to enhance shear resistance of a structural wall economically to avoid unintended shear failure.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"23 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131767817","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}
Ruba Elmootassem, Haitham A. Badrawi, Magdi Elemam, A. Amin
- In this paper, Polyolefin fibre which is produced from simple olefin (CnH2n) was mixed with dry sand to investigate the shear strength improvement of the admixture. Specimens with 0.5%, 1%, 1.5% and 2% fibre contents with yarns lengths of 15 mm and 30 mm are prepared in repeatable steps and tested in direct shear tests. Bearing capacity of hypothetical footing resting on ground surface of the tested fibre-reinforced-sand was estimated using Terzaghi’s bearing capacity equation. Moreover, a parametric study includes thickness of reinforced layer, depth of foundation, and fibres content percent is conducted. In the parametric study, the continuous footing was analysed using procedures estimating the bearing capacity of layered soils. Results of shear strength tests indicated that, the inclusion of randomly distributed discrete fibres significantly improved the shear strength of sand. The optimum fibre percentage for improving both friction angle was about 1%. Adding fibre more than this ratio resulted in a significant reduction in soil shear strength parameters. The effect of fibre on sand apparent tensile cohesion is more pronounced compared to its effect on the friction angle. The parametric study indicates that having a continuous footing resting on a soil layer reinforced with 30 mm artificial fibres at 0.5% content provides the highest ultimate bearing capacity. Finally, the thickness of the reinforced layer and the depth of the foundation are among the parameters that affect bearing capacity.
{"title":"Bearing Capacity and Strength of Fibre-Reinforced Sand: Experimental and Parametric Study","authors":"Ruba Elmootassem, Haitham A. Badrawi, Magdi Elemam, A. Amin","doi":"10.11159/ijci.2023.004","DOIUrl":"https://doi.org/10.11159/ijci.2023.004","url":null,"abstract":"- In this paper, Polyolefin fibre which is produced from simple olefin (CnH2n) was mixed with dry sand to investigate the shear strength improvement of the admixture. Specimens with 0.5%, 1%, 1.5% and 2% fibre contents with yarns lengths of 15 mm and 30 mm are prepared in repeatable steps and tested in direct shear tests. Bearing capacity of hypothetical footing resting on ground surface of the tested fibre-reinforced-sand was estimated using Terzaghi’s bearing capacity equation. Moreover, a parametric study includes thickness of reinforced layer, depth of foundation, and fibres content percent is conducted. In the parametric study, the continuous footing was analysed using procedures estimating the bearing capacity of layered soils. Results of shear strength tests indicated that, the inclusion of randomly distributed discrete fibres significantly improved the shear strength of sand. The optimum fibre percentage for improving both friction angle was about 1%. Adding fibre more than this ratio resulted in a significant reduction in soil shear strength parameters. The effect of fibre on sand apparent tensile cohesion is more pronounced compared to its effect on the friction angle. The parametric study indicates that having a continuous footing resting on a soil layer reinforced with 30 mm artificial fibres at 0.5% content provides the highest ultimate bearing capacity. Finally, the thickness of the reinforced layer and the depth of the foundation are among the parameters that affect bearing capacity.","PeriodicalId":371508,"journal":{"name":"International Journal of Civil Infrastructure","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121661792","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}
京公网安备 11010802042870号
京ICP备2023020795号-1
扫码关注我们
求助内容：
应助结果提醒方式：