Abstract This present research work mainly focusses on an investigation of the workability and strength properties of lightweight aggregates, particularly Palm oil shell and pumice aggregate, used in the production of concrete with (PA) and (POS), which were substituted for conventional Hard Broken Stone (HBG) coarse aggregate. Through the use of lightweight aggregate (POS and PA) in place of some of the coarse aggregate, the properties of a lightweight concrete M30 have been concentrated in this experimental study. The lab tests that were conducted include the compaction factor test, Schmidt Hammer test (rebound hammer test), and compressive strength. A total of 108 numbers of cube specimen were employed of size 2400 kg/m3. As part of a parametric study, the total number of cube specimens was divided into two groups according to various percentages: palm oil shell and pumice aggregate. In order to cast the cube specimens, dry weight of coarse aggregate was substituted for 0, 10 %, 20 %, 30 %, 40 %, and 50 % of POS and PA lightweight aggregate, respectively. A total of 9 cube specimens were cast and tested for 3, 7, and 28 days after successful curing in order to obtain accurate results. Average values were obtained from the test program and are shown in the corresponding Tables. Slump, compaction factor, rebound hammer compressive strength, and compressive strength values with different amounts of light aggregate were used to assess how well concrete performed when coarse aggregate was partially replaced with light aggregate. The test findings revealed that when the amount of conventional aggregates substituted by POS and PA increased, the slump test, compaction factor test, and strength of the lightweight aggregate concrete (LWAC) rapidly diminished. With an increase in the amount of aggregates replaced by POS and PA, the LWAC’s absorption has gradually increased as water. It is stated at the outset that the POS has shown to perform better than the PA when construction is done using structural lightweight concrete.
{"title":"Experimental Investigation on Mechanical Properties of Lightweight Aggregate Concrete","authors":"A. D. Kumar, P. Poluraju, Hanuma Kasagani","doi":"10.2478/cee-2022-0061","DOIUrl":"https://doi.org/10.2478/cee-2022-0061","url":null,"abstract":"Abstract This present research work mainly focusses on an investigation of the workability and strength properties of lightweight aggregates, particularly Palm oil shell and pumice aggregate, used in the production of concrete with (PA) and (POS), which were substituted for conventional Hard Broken Stone (HBG) coarse aggregate. Through the use of lightweight aggregate (POS and PA) in place of some of the coarse aggregate, the properties of a lightweight concrete M30 have been concentrated in this experimental study. The lab tests that were conducted include the compaction factor test, Schmidt Hammer test (rebound hammer test), and compressive strength. A total of 108 numbers of cube specimen were employed of size 2400 kg/m3. As part of a parametric study, the total number of cube specimens was divided into two groups according to various percentages: palm oil shell and pumice aggregate. In order to cast the cube specimens, dry weight of coarse aggregate was substituted for 0, 10 %, 20 %, 30 %, 40 %, and 50 % of POS and PA lightweight aggregate, respectively. A total of 9 cube specimens were cast and tested for 3, 7, and 28 days after successful curing in order to obtain accurate results. Average values were obtained from the test program and are shown in the corresponding Tables. Slump, compaction factor, rebound hammer compressive strength, and compressive strength values with different amounts of light aggregate were used to assess how well concrete performed when coarse aggregate was partially replaced with light aggregate. The test findings revealed that when the amount of conventional aggregates substituted by POS and PA increased, the slump test, compaction factor test, and strength of the lightweight aggregate concrete (LWAC) rapidly diminished. With an increase in the amount of aggregates replaced by POS and PA, the LWAC’s absorption has gradually increased as water. It is stated at the outset that the POS has shown to perform better than the PA when construction is done using structural lightweight concrete.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45017488","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 study offers test findings from research work conducted to investigate the punching shear behavior of fibrous high strength concrete flat slabs reinforced with Basalt fiber-reinforced polymer (BFRP) bars. Eleven two-way concrete slabs were tested until they failed under central concentrated force. BFRP bars were employed to reinforce ten of the eleven slabs for flexural reinforcement, while steel bars were used to reinforce one slab for comparison. Each slab measured 1000 × 1000 × 70 mm with a 60 × 60 mm steel column at the center of the slab. The flexural-reinforcement type, flexural-reinforcement ratio, and steel fibers content were the test parameters. According to the test findings, raising the BFRP reinforcement ratio improved the slabs’ punching shear capability and load-deflection response. In comparison to slabs with a lower reinforcing ratio, these slabs also showed fewer, narrower cracks. Steel fibers were added, which improved the failure mode from brittle, unexpected failure to ductile failure. The experimental findings are compared to a shear strength equation offered by several concrete design codes, including ACI 440.1R-15, CAN/CSA S806-12, and JSCE.
{"title":"Punching Shear Behavior of Fibrous High Strength Concrete Slabs Reinforced with BFRP Bars","authors":"H. Falah, Dhuha Adnan","doi":"10.2478/cee-2022-0054","DOIUrl":"https://doi.org/10.2478/cee-2022-0054","url":null,"abstract":"Abstract This study offers test findings from research work conducted to investigate the punching shear behavior of fibrous high strength concrete flat slabs reinforced with Basalt fiber-reinforced polymer (BFRP) bars. Eleven two-way concrete slabs were tested until they failed under central concentrated force. BFRP bars were employed to reinforce ten of the eleven slabs for flexural reinforcement, while steel bars were used to reinforce one slab for comparison. Each slab measured 1000 × 1000 × 70 mm with a 60 × 60 mm steel column at the center of the slab. The flexural-reinforcement type, flexural-reinforcement ratio, and steel fibers content were the test parameters. According to the test findings, raising the BFRP reinforcement ratio improved the slabs’ punching shear capability and load-deflection response. In comparison to slabs with a lower reinforcing ratio, these slabs also showed fewer, narrower cracks. Steel fibers were added, which improved the failure mode from brittle, unexpected failure to ductile failure. The experimental findings are compared to a shear strength equation offered by several concrete design codes, including ACI 440.1R-15, CAN/CSA S806-12, and JSCE.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45764166","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}
A. H. Al-Zuhairi, S. Q. Abdualrahman, A. N. Hanoon, A. Abdulhameed, Ali I. Taj, Ahmed W. Al Zand
Abstract This paper presents a numerical analysis of the piled-raft foundation (PRF) based on the actual behavior of supporting piles. The raft was modeled as a thin plate, while the piles were modeled as springs in different ways. This research also aims to propose an analytical model of piles based on actual behavior at fieldwork. The results proved that the structural behavior of raft member can be improved through utilizing the actual behavior of supporting piles. When the piles were modeled as non-linear stiffness springs, settlements and bending stresses of raft foundation were reduce marginally as compared with those obtained from piles with linear stiffness springs.
{"title":"Enhancing the Structural Analysis of Rc Piled - Raft Foundation by Actual Behaviour of Supporting Piles","authors":"A. H. Al-Zuhairi, S. Q. Abdualrahman, A. N. Hanoon, A. Abdulhameed, Ali I. Taj, Ahmed W. Al Zand","doi":"10.2478/cee-2022-0062","DOIUrl":"https://doi.org/10.2478/cee-2022-0062","url":null,"abstract":"Abstract This paper presents a numerical analysis of the piled-raft foundation (PRF) based on the actual behavior of supporting piles. The raft was modeled as a thin plate, while the piles were modeled as springs in different ways. This research also aims to propose an analytical model of piles based on actual behavior at fieldwork. The results proved that the structural behavior of raft member can be improved through utilizing the actual behavior of supporting piles. When the piles were modeled as non-linear stiffness springs, settlements and bending stresses of raft foundation were reduce marginally as compared with those obtained from piles with linear stiffness springs.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43962820","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 research is to predict foundation settlement resting on peat soil layer using a numerical analysis software Plaxis 2D ver. 2020. The study area located at Kafr Saad Domiat province at extreme north east Nile Delta, Egypt. Peat soil is known to be the worst foundation materials because of its compressibility and low bearing capacity. The studied building was five stories founded on a rigid raft. The foundation depth was at 1.5 m and the net pressure on soil was 50 kN/m2. The soil profile consists of soft clay layer from ground surface to depth of 3m followed by a layer of peat soil of thickness 1m, the final layer was soft to very soft clay layer till end of boring at 15 m depth. The ground water table was is at depth of 1.5m. The settlement of building was observed and recorded every 15 days up to 3 years. By comparing real field settlement observation values with that obtained by using finite element software it was concluded that the software predicted the real field settlement values. Also, to validate the results obtained by finite element software it was compared to values obtained using analytical method.
{"title":"Numerical Prediction of Foundation Settlement Resting on Peat Soil at Kafr Saad, Domiat, Egypt","authors":"K. Bahloul","doi":"10.2478/cee-2022-0051","DOIUrl":"https://doi.org/10.2478/cee-2022-0051","url":null,"abstract":"Abstract The aim of this research is to predict foundation settlement resting on peat soil layer using a numerical analysis software Plaxis 2D ver. 2020. The study area located at Kafr Saad Domiat province at extreme north east Nile Delta, Egypt. Peat soil is known to be the worst foundation materials because of its compressibility and low bearing capacity. The studied building was five stories founded on a rigid raft. The foundation depth was at 1.5 m and the net pressure on soil was 50 kN/m2. The soil profile consists of soft clay layer from ground surface to depth of 3m followed by a layer of peat soil of thickness 1m, the final layer was soft to very soft clay layer till end of boring at 15 m depth. The ground water table was is at depth of 1.5m. The settlement of building was observed and recorded every 15 days up to 3 years. By comparing real field settlement observation values with that obtained by using finite element software it was concluded that the software predicted the real field settlement values. Also, to validate the results obtained by finite element software it was compared to values obtained using analytical method.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48235097","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 Several elements contribute to the environmental effect of building construction, and many stakeholders share responsibility for these issues. Architects and engineers have a considerable interest in the design of the materials and building methods because they are vital in the creation of a design. The environmental effect of various building construction materials should be evaluated to select environmentally friendly building materials. The environmental effect of life cycle of a material comprises not only the energy used in its production but also emissions released into the environment at each stage of production. Embodied energy is one way of measuring construction and recycling environmental impact and the effectiveness of CO2 emissions. The use of indigenous and local construction materials together with energy-saving and environmentally friendly alternatives, including different forms, construction, and management techniques, reduces needless spending by cutting down on construction expenses. This study focuses on developing a comprehensive and integrated approach to environmental sustainability and cost control in low-rise building construction in Saudi Arabia and some other Arab countries by using alternative construction and management techniques and environmentally friendly and energy-efficient innovative materials. Multiple design alternatives, which utilize appropriate cost effective building materials, consider the physical environment, utilize methods of industrialization, and incorporate cost effective construction techniques, are discussed.
{"title":"Influencing Factors of Cost Control and Environmental Sustainability in Saudi Arabia for Low-Rise Building Construction","authors":"S. Alhammadi","doi":"10.2478/cee-2022-0038","DOIUrl":"https://doi.org/10.2478/cee-2022-0038","url":null,"abstract":"Abstract Several elements contribute to the environmental effect of building construction, and many stakeholders share responsibility for these issues. Architects and engineers have a considerable interest in the design of the materials and building methods because they are vital in the creation of a design. The environmental effect of various building construction materials should be evaluated to select environmentally friendly building materials. The environmental effect of life cycle of a material comprises not only the energy used in its production but also emissions released into the environment at each stage of production. Embodied energy is one way of measuring construction and recycling environmental impact and the effectiveness of CO2 emissions. The use of indigenous and local construction materials together with energy-saving and environmentally friendly alternatives, including different forms, construction, and management techniques, reduces needless spending by cutting down on construction expenses. This study focuses on developing a comprehensive and integrated approach to environmental sustainability and cost control in low-rise building construction in Saudi Arabia and some other Arab countries by using alternative construction and management techniques and environmentally friendly and energy-efficient innovative materials. Multiple design alternatives, which utilize appropriate cost effective building materials, consider the physical environment, utilize methods of industrialization, and incorporate cost effective construction techniques, are discussed.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43677036","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}
P. Bujňáková, J. Kraľovanec, Z. Perkowski, A. Bouchair
Abstract Large-scale construction of transport infrastructure inevitably includes the construction of new bridges. During the design process, many assumptions and simplifications are taken into account. Therefore, the verification of the structural response of new bridges is necessary. One of the possible tests of structural response is a proof-load test which can detect certain problems of investigated structures. The paper introduces numerical and experimental analysis of the new bridge, which is located on Slovak Highway D1, section Hricovske Podhradie – Lietavska Lucka. The verified bridge is a four-span continuous structure with a total length of 129.4 m. The bridge is a representative of typical precast girder bridges adopted for construction of Slovak highways. The superstructure consists of eight post-tensioned precast I-beams. During a load test, predicted structural response was verified to check for any unusual behaviour. Finally, recorded data was summarised and report was distributed to all subcontractors and bridge owner. This information may help in further bridge management program.
{"title":"Verification of Precast Concrete Girder Bridge Under Static Load","authors":"P. Bujňáková, J. Kraľovanec, Z. Perkowski, A. Bouchair","doi":"10.2478/cee-2022-0070","DOIUrl":"https://doi.org/10.2478/cee-2022-0070","url":null,"abstract":"Abstract Large-scale construction of transport infrastructure inevitably includes the construction of new bridges. During the design process, many assumptions and simplifications are taken into account. Therefore, the verification of the structural response of new bridges is necessary. One of the possible tests of structural response is a proof-load test which can detect certain problems of investigated structures. The paper introduces numerical and experimental analysis of the new bridge, which is located on Slovak Highway D1, section Hricovske Podhradie – Lietavska Lucka. The verified bridge is a four-span continuous structure with a total length of 129.4 m. The bridge is a representative of typical precast girder bridges adopted for construction of Slovak highways. The superstructure consists of eight post-tensioned precast I-beams. During a load test, predicted structural response was verified to check for any unusual behaviour. Finally, recorded data was summarised and report was distributed to all subcontractors and bridge owner. This information may help in further bridge management program.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42439703","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 A long-span Prestressed Concrete Hunched Beam with Multi-Quadrilateral Opening has been developed as an alternative to steel structural elements. An experimental program was created and evaluated utilizing a single mid-span monotonic static load on simply supported beams, which included six beams with openings and the solid control beam without openings, to investigate the performance of such beams. The number and height of the quadrilateral openings are the variables to consider. According to test results, the presence of openings in the prestressed concrete hunched beam with multi-quadrilateral opening did not considerably affect their ultimate load capacity with respect to a control beam (solid); the diminishing ratio of maximum strength capacity varied from 4.22 % to 13.5 %.
{"title":"Performance of Prestressed Concrete Hunched Beams with Multi-Quadrilaterals Openings","authors":"Amjad Majeed Al-Hilali, A. F. Izzet","doi":"10.2478/cee-2022-0043","DOIUrl":"https://doi.org/10.2478/cee-2022-0043","url":null,"abstract":"Abstract A long-span Prestressed Concrete Hunched Beam with Multi-Quadrilateral Opening has been developed as an alternative to steel structural elements. An experimental program was created and evaluated utilizing a single mid-span monotonic static load on simply supported beams, which included six beams with openings and the solid control beam without openings, to investigate the performance of such beams. The number and height of the quadrilateral openings are the variables to consider. According to test results, the presence of openings in the prestressed concrete hunched beam with multi-quadrilateral opening did not considerably affect their ultimate load capacity with respect to a control beam (solid); the diminishing ratio of maximum strength capacity varied from 4.22 % to 13.5 %.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47142016","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}
A. S. Tohamy, Sherif Farouk Badaran, Ahmed A. El-Serwi, R. Sadeek, A. Saddek
Abstract Corrugated steel-plate girders are used as structural elements in many applications because of their properties, cutouts are always provided in these plate elements to enable inspection and servicing. This study presents an experimental and analytical study to investigate the efficiency of a steel-plate girder with corrugated webs (GCWs) and flat webs (GFWs) having cutouts under shear loading. In this study, we investigated the influence of some important parameters on the girders’ load-bearing capacity. The experimental program was conducted on six full-scale plate girders, which have been tested under central load at mid-span. The analysis was conducted using ANSYS V20 to perform a nonlinear technique for the determination of the ultimate load of the tested girders. Finally, experimental and finite element model were used to define the ratio of increasing carrying capacity in plate girder with flat and corrugated web, having cutout under shear loading. The ultimate strength, failure mechanism, and load-deflection curves from the experimental and analytical study show that the shear capacity of the girder with corrugated web girders extends loads by 22 % compared with the flat web.
{"title":"Comparison of the Efficiencies of Web Cutouts for Steel Plate Girders with Corrugated Webs Versus Flat Webs Under Pure Shear","authors":"A. S. Tohamy, Sherif Farouk Badaran, Ahmed A. El-Serwi, R. Sadeek, A. Saddek","doi":"10.2478/cee-2022-0059","DOIUrl":"https://doi.org/10.2478/cee-2022-0059","url":null,"abstract":"Abstract Corrugated steel-plate girders are used as structural elements in many applications because of their properties, cutouts are always provided in these plate elements to enable inspection and servicing. This study presents an experimental and analytical study to investigate the efficiency of a steel-plate girder with corrugated webs (GCWs) and flat webs (GFWs) having cutouts under shear loading. In this study, we investigated the influence of some important parameters on the girders’ load-bearing capacity. The experimental program was conducted on six full-scale plate girders, which have been tested under central load at mid-span. The analysis was conducted using ANSYS V20 to perform a nonlinear technique for the determination of the ultimate load of the tested girders. Finally, experimental and finite element model were used to define the ratio of increasing carrying capacity in plate girder with flat and corrugated web, having cutout under shear loading. The ultimate strength, failure mechanism, and load-deflection curves from the experimental and analytical study show that the shear capacity of the girder with corrugated web girders extends loads by 22 % compared with the flat web.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47349380","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}
Mukti Hamjah Harahap, W. Ritonga, I. Irfandi, M. Zubir
Abstract In this study we determined the effect of variations in composition and particle size of Red Sand (RS) grains on the quality of concrete. Concrete was prepared as cubes of 15 cm3 with a composition of cement, sand and gravel in a ratio 1:2:3 and water to cement ratio of 0.5. Variations of RS (fine aggregate) composition are 0 %, 5 %, 10 %, 15 %, 20 % of the weight and red sand grain particle size were prepared as 80 mesh, 100 mesh, 120 mesh. Mechanical properties of the maximum concrete pressure strength test at a composition of 5 % along with a decrease in the size of the red sand grain size of 100 mesh and 120 mesh RS 100-5 and RS 120-5 with pressure forces of 35.4 MPa, and 35.5 MPa, respectively. On the other hand, the red sand with 80 mesh grain size have maximum pressure force in a composition 10 % RS 80-10 is 34.6 MPa. It is considered the addition of red sand fine aggregate has an impact on improving the quality of concrete.
{"title":"Optimization of Red Sand Particle Size and Composition in Mixture with Ordinary Sand to Enhance Concrete Quality","authors":"Mukti Hamjah Harahap, W. Ritonga, I. Irfandi, M. Zubir","doi":"10.2478/cee-2022-0039","DOIUrl":"https://doi.org/10.2478/cee-2022-0039","url":null,"abstract":"Abstract In this study we determined the effect of variations in composition and particle size of Red Sand (RS) grains on the quality of concrete. Concrete was prepared as cubes of 15 cm3 with a composition of cement, sand and gravel in a ratio 1:2:3 and water to cement ratio of 0.5. Variations of RS (fine aggregate) composition are 0 %, 5 %, 10 %, 15 %, 20 % of the weight and red sand grain particle size were prepared as 80 mesh, 100 mesh, 120 mesh. Mechanical properties of the maximum concrete pressure strength test at a composition of 5 % along with a decrease in the size of the red sand grain size of 100 mesh and 120 mesh RS 100-5 and RS 120-5 with pressure forces of 35.4 MPa, and 35.5 MPa, respectively. On the other hand, the red sand with 80 mesh grain size have maximum pressure force in a composition 10 % RS 80-10 is 34.6 MPa. It is considered the addition of red sand fine aggregate has an impact on improving the quality of concrete.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48200483","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 study investigated the implementation of Special Truss Moment Frames (STMF) X-braced type in accordance with the recommendations of the National Earthquake Hazards Reduction Program (NEHRP), 1997:2000 and Indonesian National Standards (SNI) 1726 where it is stated that the STMF may only be used up to a maximum building height of 48 m (160 feet) for Seismic Design Category of D. The analyses compared the seismic response of apartment buildings using STMF system with different height: 44 m (11 stories), 48 m (12 stories), and 52 m (13 stories). The nonlinear behaviors were investigated through a series of nonlinear time history and pushover analyses, including the inelastic response of the structural components, top-roof displacement, drift ratio, and ductility. The structural modeling and the selection of steel sections were performed in SAP 2000 based on SNI 1726 code, considering that the structure was built on medium soil in Aceh region. Seismic performance was examined through a series of pushover and nonlinear time history analysis (NLTHA) using three scaled accelerogram: Elcentro 1940, Northridge 1994 and Kobe 1995 records. The results of the study show that in case of STMF structure with the height of 52 m (higher than the maximum height of STMF structure stated in the codes), the seismic performance of the structure was excellent and met the requirements. Axial plasticization occurred only in X-braces, not followed by the formation of plastic hinges at the ends of the ductile segments. Meanwhile, the other structural components remained elastic. This indicates that the structure can still be used after the earthquake, by replacing only the X-braced components. The drift ratio met the requirements and the roof displacements behavior was asymptotic, indicating that there is no residual horizontal displacement of the building after the seismic loads occurred.
{"title":"Seismic Performance of Special Truss Moment Frames With X-Bracing Type: Influence of Building Height","authors":"Hidajat Sugihardjo, A. B. Habieb, Robi Karuniawan","doi":"10.2478/cee-2022-0058","DOIUrl":"https://doi.org/10.2478/cee-2022-0058","url":null,"abstract":"Abstract This study investigated the implementation of Special Truss Moment Frames (STMF) X-braced type in accordance with the recommendations of the National Earthquake Hazards Reduction Program (NEHRP), 1997:2000 and Indonesian National Standards (SNI) 1726 where it is stated that the STMF may only be used up to a maximum building height of 48 m (160 feet) for Seismic Design Category of D. The analyses compared the seismic response of apartment buildings using STMF system with different height: 44 m (11 stories), 48 m (12 stories), and 52 m (13 stories). The nonlinear behaviors were investigated through a series of nonlinear time history and pushover analyses, including the inelastic response of the structural components, top-roof displacement, drift ratio, and ductility. The structural modeling and the selection of steel sections were performed in SAP 2000 based on SNI 1726 code, considering that the structure was built on medium soil in Aceh region. Seismic performance was examined through a series of pushover and nonlinear time history analysis (NLTHA) using three scaled accelerogram: Elcentro 1940, Northridge 1994 and Kobe 1995 records. The results of the study show that in case of STMF structure with the height of 52 m (higher than the maximum height of STMF structure stated in the codes), the seismic performance of the structure was excellent and met the requirements. Axial plasticization occurred only in X-braces, not followed by the formation of plastic hinges at the ends of the ductile segments. Meanwhile, the other structural components remained elastic. This indicates that the structure can still be used after the earthquake, by replacing only the X-braced components. The drift ratio met the requirements and the roof displacements behavior was asymptotic, indicating that there is no residual horizontal displacement of the building after the seismic loads occurred.","PeriodicalId":42034,"journal":{"name":"Civil and Environmental Engineering","volume":null,"pages":null},"PeriodicalIF":1.2,"publicationDate":"2022-11-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41538037","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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