Pub Date : 2021-01-28DOI: 10.4236/OJCE.2021.111004
M. Fall, D. Sarr, Elhadji Malick Cissé, D. Konate
This study focuses on the valuation and optimization of local materials to meet the challenge of sustainable development. Faced with climate change and the preservation of the environment, research into eco-materials is necessary to reduce the energy bill while ensuring comfort and safety. The objective is to make a comparative characterization of the physico-mechanical properties of compressed earth bricks made from local materials: clay, laterite and sand. These are, on the one hand, bricks made from clay and laterite, reinforced with a percentage of sand varying between 20% and 30% in steps of 5%., were made. On the other hand, these same mixtures stabilized with 5% cement (CEM II-32.5) are also used to produce bricks. A characterization of the raw materials was made before studying the physico-mechanical properties of the bricks themselves. This involved evaluating the water absorbency and compressive strength of stabilized and unstabilized bricks. The results show that the absorptivity of stabilized clay bricks is acceptable up to 25% sand because it is less than the 15% maximum value set by Cameroonian standard NC-104: 2002-06. However, that of stabilized laterite bricks is higher than the maximum value set by the standard. The compressive strengths, for clay bricks stabilized with 5% cement and for laterite bricks with 0% sand added, are all greater than 2 MPa and therefore are acceptable. In addition, clay bricks with 20% sand and stabilized with 5% cement are recommended because they have the most optimal physico-mechanical properties.
{"title":"Physico-Mechanical Characterization of Clay and Laterite Bricks Stabilized or Not with Cement","authors":"M. Fall, D. Sarr, Elhadji Malick Cissé, D. Konate","doi":"10.4236/OJCE.2021.111004","DOIUrl":"https://doi.org/10.4236/OJCE.2021.111004","url":null,"abstract":"This study focuses on the valuation and optimization \u0000of local materials to meet the challenge of sustainable development. Faced with \u0000climate change and the preservation of the environment, research into \u0000eco-materials is necessary to reduce the energy bill while ensuring comfort and \u0000safety. The objective is to make a comparative characterization of the \u0000physico-mechanical properties of compressed earth bricks made from local \u0000materials: clay, laterite and sand. These are, on the one hand, bricks made \u0000from clay and laterite, reinforced with a percentage of sand varying between 20% and 30% in steps of 5%., were made. \u0000On the other hand, these same mixtures stabilized with 5% cement (CEM II-32.5) \u0000are also used to produce bricks. A characterization of the raw materials \u0000was made before studying the physico-mechanical properties of the \u0000bricks themselves. This involved evaluating the water absorbency and \u0000compressive strength of stabilized and unstabilized bricks. The results show \u0000that the absorptivity of stabilized clay bricks is acceptable up to 25% \u0000sand because it is less than the 15% maximum value set by \u0000Cameroonian standard NC-104: 2002-06. However, that of stabilized laterite \u0000bricks is higher than the maximum value set by the standard. The compressive \u0000strengths, for clay bricks stabilized with 5% cement and for laterite bricks \u0000with 0% sand added, are all greater than 2 MPa and therefore are acceptable. In \u0000addition, clay bricks with 20% sand and stabilized with 5% cement are \u0000recommended because they have the most optimal physico-mechanical properties.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"31 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-01-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"132080882","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104027
Derrick Nii-Laryea Botchway, R. O. Afrifa, Charles Yeboah Henaku
The cost of cement has made concrete production expensive such that the housing deficit in developing countries is on the rise despite all the efforts by governments and other stakeholders to produce affordable housing units for the populace. Ashes of agricultural products such as rice husk, known as mineral admixtures may have pozzolanic characteristics which would be more beneficial to the housing industry in terms of strength gain and economy than being pollutants to the environment. Rice Husk Ash (RHA), because of its finely divided form and very high silica content and amorphousness, proved to be useful for strength gain of Rice Husk Ash Concrete (RHAC). Rice husk ash was manufactured by uncontrolled burning, ground, sieved and replaced with cement at 0%, 5%, 10%, 15%, 20% and 25% in mass for the mixes C20, C25, C30 and C35 where their compressive strengths were verified at 3, 7, 14, 21, 28, 56, 90 and 180 days. The X-ray diffraction pattern list indicated amorphous as well as diffused peak of about 8000 counts of SiO2 representing crystalline structures identified as cristobalite. A physical examination of the RHA showed very fine appearance, grey color and specific gravity of 2.06. The chemical analysis also revealed the existence of oxide content to be 55.8% representing 0.78% of Fe2O3, 54% of SiO2 and 1.06% of Al2O3 representing 20.23% lower than the minimum value of 70% required for pozzolans. Generally, the compressive strength values decreased as the RHA content in the mixes increased but when compared to the control concrete the optimum replacement percentage of Ordinary Portland Cement (OPC) with RHA at 5% showed an increase above the control concrete for C20 mix. The increase in the RHA in the mixes resulted in the high demand for water in all the mixes.
{"title":"Effect of Partial Replacement of Ordinary Portland Cement (OPC) with Ghanaian Rice Husk Ash (RHA) on the Compressive Strength of Concrete","authors":"Derrick Nii-Laryea Botchway, R. O. Afrifa, Charles Yeboah Henaku","doi":"10.4236/ojce.2020.104027","DOIUrl":"https://doi.org/10.4236/ojce.2020.104027","url":null,"abstract":"The \u0000cost of cement has made concrete production expensive such that the housing \u0000deficit in developing countries is on the rise despite all the efforts by \u0000governments and other stakeholders to produce affordable housing units for the \u0000populace. Ashes of agricultural products such as rice husk, known as mineral \u0000admixtures may have pozzolanic characteristics which would be more beneficial \u0000to the housing industry in terms of strength gain and economy than being \u0000pollutants to the environment. Rice Husk Ash (RHA), because of its finely \u0000divided form and very high silica content and amorphousness, proved to be \u0000useful for strength gain of Rice Husk Ash Concrete (RHAC). Rice husk ash was \u0000manufactured by uncontrolled burning, ground, sieved and replaced with cement at \u00000%, 5%, 10%, 15%, 20% and 25% in mass for the mixes C20, C25, C30 and C35 where \u0000their compressive strengths were verified at 3, 7, 14, 21, 28, 56, 90 and 180 \u0000days. The X-ray diffraction pattern list indicated amorphous as well as \u0000diffused peak of about 8000 counts of SiO2 representing crystalline \u0000structures identified as cristobalite. A physical examination of the RHA showed \u0000very fine appearance, grey color and specific gravity of 2.06. The chemical \u0000analysis also revealed the existence of oxide content to be 55.8% representing \u00000.78% of Fe2O3, 54% of SiO2 and 1.06% of Al2O3 representing 20.23% lower than the minimum value of 70% required for pozzolans. \u0000Generally, the compressive strength values decreased as the RHA content in the \u0000mixes increased but when compared to the control concrete the optimum \u0000replacement percentage of Ordinary Portland Cement (OPC) with RHA at 5% showed \u0000an increase above the control concrete for C20 mix. The increase in the RHA in \u0000the mixes resulted in the high demand for water in all the mixes.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"2 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116871862","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104028
M. B. Leite, M. C. Figueiredo
This study evaluated the influence of the Portland cement replacement by 0, 5%, 10%, 15% and 20% of Construction and Demolition Waste (CDW) filler contents in the production of self-compacting concrete (SCC). The SCC mixtures were evaluated on fresh state by slump flow, J-ring, resistance of segregation, specific gravity, and on hardened state by compressive and splitting tensile strength, specific gravity, air voids and absorption rate. The results indicated that all SCC produced with CDW filler met the limits established at any level of substitution without changes of the w/c ratio or superplasticizer content. It was possible to verify that the presence of CDW filler, in substitution of cement, by volume, improves the resistance to segregation and up to 5% of CDW filler decreases the loss of fluidity with time as compared to reference. It was found that all SCC mixtures, at 28 days, had the average compressive strength above 50 MPa, without showing significant loss with up to 20% of CDW filler. For splitting tensile strength, SCC recycled mixtures reached up to 92.5% of the SCC used as reference. Absorption rate and air voids index of SCC recycled mixtures had a maximum increase of 1.60%Compared to the reference one. So, it is possible to conclude that the use of the CDW filler up to 20% in substitution of cement, by volume, is feasible for SCC production.
{"title":"An Experimental Study of Self-Compacting Concrete Made with Filler from Construction and Demolition Waste","authors":"M. B. Leite, M. C. Figueiredo","doi":"10.4236/ojce.2020.104028","DOIUrl":"https://doi.org/10.4236/ojce.2020.104028","url":null,"abstract":"This study evaluated the influence of the Portland cement replacement by \u00000, 5%, 10%, 15% and 20% of Construction and Demolition Waste (CDW) filler contents in the production of self-compacting concrete \u0000(SCC). The SCC mixtures were evaluated on fresh state by slump flow, \u0000J-ring, resistance of segregation, specific \u0000gravity, and on hardened state by compressive and splitting tensile strength, \u0000specific gravity, air voids and absorption rate. The results indicated that all \u0000SCC produced with CDW filler met the limits established at any level of \u0000substitution without changes of the w/c ratio or superplasticizer content. It \u0000was possible to verify that the presence of CDW filler, in substitution of \u0000cement, by volume, improves the resistance to segregation and up to 5% of CDW \u0000filler decreases the loss of fluidity with time as compared to reference. It \u0000was found that all SCC mixtures, at 28 days, had the average compressive \u0000strength above 50 MPa, without showing significant loss with up to 20% of CDW \u0000filler. For splitting tensile strength, SCC recycled mixtures reached up to \u000092.5% of the SCC used as reference. Absorption rate and air voids index of SCC \u0000recycled mixtures had a maximum increase of 1.60%Compared to the reference one. \u0000So, it is possible to conclude that the use of the CDW filler up to 20% in \u0000substitution of cement, by volume, is feasible for SCC production.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"227 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"124506158","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104025
B. Diouf, A. Dione, Papa Sanou Faye, Khalil Cissé
The Senegalese road network is strongly influenced in the long term by seasonal variations in climate and weather conditions. Indeed, much of the damage is due to these environmental factors. The objective of this paper is to study the behaviour of bituminous structures under the effect of high temperatures. Material samples were taken for a physico-mechanical characterization of the coated components. The results show that Marshall creep (2.87, 3.39, 5, 5.5 mm) and the bitumen penetrability increase with the increasing of temperatures respectively from 34°C to 45°C and from 20°C to 50°C. Marshall Stability drops from 15.81 kN to 11.31 kN for temperatures between 34°C and 45°C. The simulation carried out on Alize-LCPC shows an increase in distortions of traction at the basis of the rolling layer and at the top of the platform if temperatures vary between 34°C and 45°C. This work makes it possible to conform that the bituminous concrete is thermally sensitive and the hypothesis of fixing the constant modulus of the bituminous layers in Senegal for all projects remains unsuitable for a good dimensioning of sustainable road structures. The knowledge of the equivalent regional temperature will make it possible to produce quality pavements with a long lifespan.
{"title":"Influence of the Temperature on Coated Bituminous of Road Structures in Senegal (West Africa)","authors":"B. Diouf, A. Dione, Papa Sanou Faye, Khalil Cissé","doi":"10.4236/ojce.2020.104025","DOIUrl":"https://doi.org/10.4236/ojce.2020.104025","url":null,"abstract":"The \u0000Senegalese road network is strongly influenced in the long term by seasonal \u0000variations in climate and weather conditions. Indeed, much of the damage is due \u0000to these environmental factors. The objective of this paper is to study the \u0000behaviour of bituminous structures under the effect of high temperatures. \u0000Material samples were taken for a physico-mechanical characterization of the \u0000coated components. The results show that Marshall creep (2.87, 3.39, 5, 5.5 mm) \u0000and the bitumen penetrability increase with the increasing of temperatures \u0000respectively from 34°C to 45°C and from 20°C to 50°C. Marshall Stability drops \u0000from 15.81 kN to 11.31 kN for temperatures between 34°C and 45°C. The \u0000simulation carried out on Alize-LCPC shows an increase in distortions of \u0000traction at the basis of the rolling layer and at the top of the platform if \u0000temperatures vary between 34°C and 45°C. This work makes it possible to conform \u0000that the bituminous concrete is thermally sensitive and the hypothesis of \u0000fixing the constant modulus of the bituminous layers in Senegal for all \u0000projects remains unsuitable for a good dimensioning of sustainable road \u0000structures. The knowledge of the equivalent regional temperature will make it \u0000possible to produce quality pavements with a long lifespan.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"54 2 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123650565","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104026
Swagato Biswas Ankon
One of the major challenges of constructing any high rise building for civil engineers is to make it earthquake resistant. This resistance largely depends on the building’s shape and structural system. A comparative study has been done in this paper about the seismic behavior and response of buildings having a regular plan and plan irregularity (re-entrant corners). The 5 building models considered in this study are 15 stories each, the same area and identical weight. Among the 5 building models, 2 are with a regular plan (square, rectangle) and the other 3 building models are with plan irregularity (re-entrant corners). All of them are modeled using ETABS 2015 program for Dhaka, Bangladesh (seismic zone 2). Static loads, wind loads and seismic loads are considered for each model and dynamic response under Bangladesh National Building Code (BNBC) 2006 response spectrum has been meticulously analyzed. A comparison for story displacement, base shear, story drift and time period has been established and explored for dynamic response spectrum among the models. The results show that buildings with irregularity have a greater value of time period, drift and displacement and hereby are more susceptible to damage during an earthquake or disaster.
{"title":"A Comparative Study of Behavior of Multi-Storied Regular and Irregular Buildings under Static and Dynamic Loading","authors":"Swagato Biswas Ankon","doi":"10.4236/ojce.2020.104026","DOIUrl":"https://doi.org/10.4236/ojce.2020.104026","url":null,"abstract":"One of the major challenges of constructing any high rise building for \u0000civil engineers is to make it earthquake resistant. This resistance largely \u0000depends on the building’s shape and structural system. A comparative study has \u0000been done in this paper about the seismic behavior and response of buildings \u0000having a regular plan and plan irregularity (re-entrant corners). The 5 \u0000building models considered in this study are 15 stories each, the same area and \u0000identical weight. Among the 5 building models, 2 are with a regular plan \u0000(square, rectangle) and the other 3 building models are with plan irregularity \u0000(re-entrant corners). All of them are modeled using ETABS 2015 program for \u0000Dhaka, Bangladesh (seismic zone 2). Static loads, wind loads and seismic loads \u0000are considered for each model and dynamic response under Bangladesh National \u0000Building Code (BNBC) 2006 response spectrum has been meticulously analyzed. A \u0000comparison for story displacement, base shear, story drift and time period has \u0000been established and explored for dynamic response spectrum among the models. \u0000The results show that buildings with irregularity have a greater value of time \u0000period, drift and displacement and hereby are more susceptible to damage during \u0000an earthquake or disaster.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129127736","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104029
Oluwatosin Babatola, C. Arum
One of the most active fields of research embraced by many disciplines, including civil engineering, is material reuse. It is known that ceramics wastes from various construction and demolition sites and manufacturing processes are dumped away into the environment, resulting in the pollution that threatens both agriculture and public health. Therefore, the utilization of ceramic waste in construction industries would help to protect the environment from such pollutions. This paper presents the results of an experimental analysis of the effects of partial replacement of coarse aggregates, fine aggregates, and ordinary Portland cement with the ceramic waste, at percentage levels of 0%, 5%, 10%, and 20%; and the assessment of the strength property of the concrete produced with optimum combination of the constituents. Compressive strengths of this concrete were determined at 7, 28, and 56 days of curing using 150 × 150 × 150 mm cube specimens. Test results showed that the compressive strength of the concrete decreased as the content of ceramic waste present in the concrete increased. Thus, concrete produced from the partial replacement of ordinary Portland cement with ground ceramics gave compressive strengths of 16.6 N/mm2 and 13.4 N/mm2 at 5% and 20% replacement levels respectively. Similarly, the compressive strengths of concrete from the partial replacement of sand with fine ceramics were 13.8 N/mm2 and 10.9 N/mm2 for 5% and 20% replacements respectively. For 5% and 20% replacement levels of granite with crushed ceramics in concrete gave a compressive strength of 11.6 N/mm2 and 9.7 N/mm2, respectively. For concrete derived from the partial replacement of stone dust with fine ceramics, the compressive strengths were 19.6 N/mm2 and 18.10 N/mm2 respectively for 5% and 20%. For concrete produced from the partial replacement of bush gravel with crushed ceramics, the compressive strengths obtained were 10.9 N/mm2 and 8.98 N/mm2 respectively for 5% and 20% replacements. Finally, the concrete derived from the optimal combination of binary cement, ternary fine, and coarse aggregate had a compressive strength of 22.20 N/mm2 which is higher than the compressive strength of the control mixture at 18.10 N/mm2. The result of the ANOVA carried out showed that the compressive strength obtained for each partial replacement of different components is statistically significant at 5%, i.e. the change in the compressive strength of the concrete produced is due to the presence of ceramic waste.
{"title":"Determination of the Compressive Strength of Concrete from Binary Cement and Ternary Aggregates","authors":"Oluwatosin Babatola, C. Arum","doi":"10.4236/ojce.2020.104029","DOIUrl":"https://doi.org/10.4236/ojce.2020.104029","url":null,"abstract":"One of \u0000the most active fields of research embraced by many disciplines, including \u0000civil engineering, is material reuse. It is known that ceramics wastes from \u0000various construction and demolition sites and manufacturing processes are \u0000dumped away into the environment, resulting in the pollution that threatens \u0000both agriculture and public health. Therefore, the utilization of ceramic waste \u0000in construction industries would help to protect the environment from such \u0000pollutions. This paper presents the results of an experimental analysis of the \u0000effects of partial replacement of coarse aggregates, fine aggregates, and \u0000ordinary Portland cement with the ceramic waste, at percentage levels of 0%, 5%, \u000010%, and 20%; and the assessment of the strength property of the concrete \u0000produced with optimum combination of the constituents. Compressive strengths of \u0000this concrete were determined at 7, 28, and 56 days of curing using 150 × 150 × 150 mm cube specimens. Test results showed that the compressive strength \u0000of the concrete decreased as the content of ceramic waste present in the \u0000concrete increased. Thus, concrete produced from the partial replacement of \u0000ordinary Portland cement with ground ceramics gave compressive strengths of \u000016.6 N/mm2 and 13.4 N/mm2 at 5% and 20% replacement \u0000levels respectively. Similarly, the compressive strengths of concrete from the \u0000partial replacement of sand with fine ceramics were 13.8 N/mm2 and \u000010.9 N/mm2 for 5% and 20% replacements respectively. For 5% and 20% \u0000replacement levels of granite with crushed ceramics in concrete gave a \u0000compressive strength of 11.6 N/mm2 and 9.7 N/mm2, \u0000respectively. For concrete derived from the partial replacement of stone dust \u0000with fine ceramics, the compressive strengths were 19.6 N/mm2 and \u000018.10 N/mm2 respectively for 5% and 20%. For concrete produced from \u0000the partial replacement of bush gravel with crushed ceramics, the compressive \u0000strengths obtained were 10.9 N/mm2 and 8.98 N/mm2 respectively for 5% and 20% replacements. Finally, the concrete derived from \u0000the optimal combination of binary cement, ternary fine, and coarse aggregate \u0000had a compressive strength of 22.20 N/mm2 which is higher than the \u0000compressive strength of the control mixture at 18.10 N/mm2. The \u0000result of the ANOVA carried out showed that the compressive strength obtained \u0000for each partial replacement of different components is statistically \u0000significant at 5%, i.e. the change in \u0000the compressive strength of the concrete produced is due to the presence of \u0000ceramic waste.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"75 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127293443","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}
Pub Date : 2020-12-09DOI: 10.4236/ojce.2020.104030
E. Esekhaigbe, E. Kazan, M. Usmen
Installation, detection, maintenance, mapping, and management of underground utility assets present challenges to owners, engineers and contractors. Industry-wide practices include the use of geophysical and similar technologies to determine depth and location, and 2D as-built plans integrated with GIS databases for information management. The feasibility of incorporating 3D BIM models of the subsurface to replace the 2D plans to improve visualization and data management is examined in this paper. Obtaining an accurate image of the underground infrastructure would help minimize excavation accidents due to equipment-utility collisions and prevent property damage. Further, the inclusion of automated data collection and sharing features realized through BIM technology can enhance operations of smart cities. The research methodology consists of a state-of-the-art review of the current underground utility management systems, combined with statistical analysis of survey responses received from utility providers and one-call centers in the U.S. Three categories of utility practices are identified based on the level of digital technology integration. It is found that a vast majority of utility firms have adopted GIS databases with 2D plans, depth and other asset information, while a smaller percentage of providers have achieved full GIS-BIM integration, incorporating a wide range of asset data. Future progress on broader implementation appears to be constrained by the digital literacy of personnel and high costs of technology acquisition and application. A three-step framework for converting 2D plans to 3D BIM models is also presented and discussed. The process model proposed for this purpose allows the utilization of commercially available software with minimal need for additional coding.
{"title":"Integration of Digital Technologies into Underground Utility Asset Management","authors":"E. Esekhaigbe, E. Kazan, M. Usmen","doi":"10.4236/ojce.2020.104030","DOIUrl":"https://doi.org/10.4236/ojce.2020.104030","url":null,"abstract":"Installation, detection, maintenance, mapping, and management of \u0000underground utility assets present challenges to owners, engineers and \u0000contractors. Industry-wide practices include the use of geophysical and similar \u0000technologies to determine depth and location, and 2D as-built plans integrated \u0000with GIS databases for information management. The feasibility of incorporating \u00003D BIM models of the subsurface to replace the 2D plans to improve \u0000visualization and data management is examined in this paper. Obtaining an \u0000accurate image of the underground infrastructure would help minimize excavation \u0000accidents due to equipment-utility collisions and prevent property damage. \u0000Further, the inclusion of automated data collection and sharing features \u0000realized through BIM technology can enhance operations of smart cities. The \u0000research methodology consists of a state-of-the-art review of the current \u0000underground utility management systems, combined with statistical analysis of \u0000survey responses received from utility providers and one-call centers in the \u0000U.S. Three categories of utility practices are identified based on the level of \u0000digital technology integration. It is found that a vast majority of utility \u0000firms have adopted GIS databases with 2D plans, depth and other asset \u0000information, while a smaller percentage of providers have achieved full GIS-BIM \u0000integration, incorporating a wide range of \u0000asset data. Future progress on broader implementation appears to be \u0000constrained by the digital literacy of personnel and high costs of technology acquisition and application. A three-step framework \u0000for converting 2D plans to 3D BIM models is also presented and discussed. The \u0000process model proposed for this purpose allows the utilization of commercially \u0000available software with minimal need for additional coding.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"31 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-12-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121127065","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}
Pub Date : 2020-07-22DOI: 10.4236/ojce.2020.103015
P. Joseph, Souck Joseph, C. Mozer, Tchotang Théodore, Nyame Boade Wilfried
The present work examined the influence on thermal properties of the incorporation of banana pseudo-trunkfibres in a cementitious matrix mortar that can be used as rendering or masonry block. The banana pseudo-trunkfibres are extracted, cut and characterized. Then the mortars are made with different proportions of fibres and characterized in order to identify the parameters influencing the characteristics of the material, both in the fresh and hardened state. The physical, mechanical and thermal tests carried out have shown an increase in the porosity and water absorption of the mortar with a decrease in the density, thus making the mortar lighter. It was also noted a decrease in the mortar’s flexural and compressive strengths as a function of the percentage of fibres; nevertheless, the values remain within an acceptable range.
{"title":"Improvement of the Thermal Properties of Cement Mortars by Adding Banana Pseudo-Trunkfibres","authors":"P. Joseph, Souck Joseph, C. Mozer, Tchotang Théodore, Nyame Boade Wilfried","doi":"10.4236/ojce.2020.103015","DOIUrl":"https://doi.org/10.4236/ojce.2020.103015","url":null,"abstract":"The present work examined the \u0000influence on thermal properties of the incorporation of banana pseudo-trunkfibres \u0000in a cementitious matrix mortar that \u0000can be used as rendering or masonry block. The banana pseudo-trunkfibres are \u0000extracted, cut and characterized. Then the mortars are made with different \u0000proportions of fibres and characterized in order to identify the parameters \u0000influencing the characteristics of the material, both in the fresh and hardened \u0000state. The physical, mechanical and thermal tests carried out have shown an \u0000increase in the porosity and water absorption of the mortar with a decrease in \u0000the density, thus making the mortar lighter. It was also noted a decrease in \u0000the mortar’s flexural and compressive strengths as a function of the percentage \u0000of fibres; nevertheless, the values remain within an acceptable range.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"30 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-07-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121057747","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}
Pub Date : 2020-07-22DOI: 10.4236/ojce.2020.103022
N. M. Nde, D. Fokwa, M. Mbessa, T. Tamo, C. Pettang
This paper proposes a numerical simulation of the mechanical behavior of a reinforced concrete pile foundation under an axial load. In fact, the foundation of a structure represents the essential structural part of it, because it ensures its bearing capacity. Among the types of foundation, deep foundation is the one for which from a mechanical point of view, the justification takes into account the isolated or combined effects of base resistance offered by the soil bed and lateral friction at the soil-pile interface; the latter being the consequence of a large contact surface with the surrounding soil; hence the need to study the interaction between the soil and the pile in service, in order to highlight the characteristics of soil which influence the mechanical behavior of pile and therefore the stability of the structure. In this study, the reinforced concrete pile is supposed to be elastic, and characterized by a young’s modulus (E) and a Poisson’s ratio (ν). The soil obeys to a Camclay model characterized by a cohesion (c), an initial voids ratio (e0), shearing resistance angle (φ) and a pre-consolidation pressure (P0). A joint model with a Mohr Coulomb behavior characterizes the soil-pile interface. The loading is carrying out by imposing a vertical monotonic displacement at the head of pile. The results in terms of stress and displacement show that the bearing capacity of the pile is influenced by various soils characteristics, it appears that the vertical stress and the force mobilized at rupture increase when the initial pre_consolidation pressure, the cohesion and the internal friction angle of soil increase; and when the initial soil voids index decreases.
{"title":"Numerical Study of the Interaction between a Reinforced Concrete Pile and Soil","authors":"N. M. Nde, D. Fokwa, M. Mbessa, T. Tamo, C. Pettang","doi":"10.4236/ojce.2020.103022","DOIUrl":"https://doi.org/10.4236/ojce.2020.103022","url":null,"abstract":"This paper proposes a numerical simulation of the mechanical behavior of \u0000a reinforced concrete pile foundation under an axial load. In fact, the \u0000foundation of a structure represents the essential structural part of it, \u0000because it ensures its bearing capacity. Among the types of foundation, deep foundation is the one for which from a \u0000mechanical point of view, the justification takes into account the isolated or \u0000combined effects of base resistance offered by the soil bed and lateral \u0000friction at the soil-pile interface; the latter being the consequence of a \u0000large contact surface with the surrounding soil; hence the need to study the \u0000interaction between the soil and the pile in service, in order to highlight the \u0000characteristics of soil which influence the mechanical behavior of pile and \u0000therefore the stability of the structure. In this study, the \u0000reinforced concrete pile is supposed to be elastic, and characterized by a young’s modulus (E) \u0000and a Poisson’s ratio (ν). The soil obeys to a Camclay model characterized by a cohesion (c), \u0000an initial voids ratio (e0), shearing resistance angle (φ) and a pre-consolidation pressure \u0000(P0). A joint model with a Mohr Coulomb behavior characterizes the soil-pile interface. The loading is carrying out by \u0000imposing a vertical monotonic displacement at the head of pile. The results in terms of stress and \u0000displacement show that the bearing capacity of the pile is influenced by \u0000various soils characteristics, it appears that the vertical stress and the \u0000force mobilized at rupture increase when the initial pre_consolidation pressure, \u0000the cohesion and the internal friction \u0000angle of soil increase; and when the initial soil voids index decreases.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"6 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-07-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125178381","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}
Pub Date : 2020-07-22DOI: 10.4236/ojce.2020.103020
A. Alaaeldin, E. Spyropoulos, A. Orabi
The setting of pre assessment criteria for soil compaction is hardly determined, especially, in case of undecided structure locations. Different design guidelines recommend achieving a specific value of relative density for the compaction of fill placement works. Alternatives were discussed through the literature to predict the value of relative density based on soil field tests (e.g. cone and standard penetration tests). This paper presents the weakness of using the Over Consolidation Ratio (OCR) as guidance to assess the value of cone tip resistance using the soil relative density. The variation of OCR (from 1 to 10) has a significant effect on the qc value up to 110% when compared to the normally consolidated state. Then normally consolidated state can logically cover the compaction process with variation of 20%, 33%, and 4% for relative density values 85%, 70%, and 60%, respectively. A unified approach is recommended to predict the compaction qc-performance line using normally consolidated condition and sand relative density.
{"title":"Unified Approach to Assess Engineering Performance of Fill Improved by Shallow to Deep Compaction Based Techniques Using Relative Density","authors":"A. Alaaeldin, E. Spyropoulos, A. Orabi","doi":"10.4236/ojce.2020.103020","DOIUrl":"https://doi.org/10.4236/ojce.2020.103020","url":null,"abstract":"The setting of pre assessment criteria for soil compaction is hardly \u0000determined, especially, in case of undecided structure locations. Different \u0000design guidelines recommend achieving a specific value of relative density for \u0000the compaction of fill placement works. Alternatives were discussed through the \u0000literature to predict the value of relative density based on soil field tests (e.g. \u0000cone and standard penetration tests). This paper presents the weakness of using \u0000the Over Consolidation Ratio (OCR) as guidance to assess the value of cone tip \u0000resistance using the soil relative density. The variation of OCR (from 1 to 10) \u0000has a significant effect on the qc value up to 110% when compared to the normally consolidated state. Then \u0000normally consolidated state can logically cover the compaction process with \u0000variation of 20%, 33%, and 4% for relative density values 85%, 70%, and 60%, \u0000respectively. A unified approach is recommended to predict the compaction qc-performance line using \u0000normally consolidated condition and sand relative density.","PeriodicalId":302856,"journal":{"name":"Open Journal of Civil Engineering","volume":"25 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-07-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123677979","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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