Live Load Research Articles

Model Analysis of Steel Frame Structures Considering Interactions between Racks and the Frame

The steel racks on the floor are seen as live loads in the current design process, ignoring the interaction with the supporting frames. In this paper, multiple steel racks with different masses and stiffnesses are placed on the first floor of a two-story main structure to form different real structures (RS). The corresponding simplified structures (SS) are frames with the mass of steel racks concentrated on the first floor of the main structure. Modal analysis is performed to analyze the relationship between the periods of RS and SS in the cross-aisle direction. Firstly, the beams on the first floor are assumed to be infinitely rigid. The relationship between the periods of the rack TRk, the simplified structure TSS, and the real structure TRS under different mass ratios α is established, and an accurate equation relating TRS with TRk and TSS is proposed. Moreover, by considering the influence of finite beam stiffness, the interaction between racks and the main structure is studied by constructing different analysis models. The effect of the main structure on the racks is reflected by a combined system consisting of beams and racks. A modified model, distinguished from SS by considering the effect of no-mass racks, is constructed to study the strengthening effect of the racks on the first-floor beams. The effect of the top connecting bars is also analyzed.

Structural pounding of three adjacent multi degree of freedom system under subsurface blast and seismic action by considering and ignoring the effect of soil structure interaction

A lack of spacing between the adjacent structures is mostly observed in metropolitan cities due to more land cost, which has led to more serious problem called as structural pounding in many recent earthquakes. Large impact forces and short acceleration pulses are mostly noticed during the structural pounding, and which is hazardous to structural health of the buildings involved in this phenomena. In the present paper three adjacent multi-degree-of-freedom linear elastic systems subjected to seismic and subsurface blast actions are analyzed by considering and ignoring the effect of soil structure interactions. Three dimensional buildings are analyzed and designed for deciding the column and beam sizes in SAP 2000 NL software considering all possible load combinations of dead load, live load and earthquake load as per IS 1893:2016 Part I. The subsurface indirect method is used for studying the effect of soil structure interaction. The SSI spring stiffness’s and damping constants are calculated as per FEMA 356. These buildings are converted into the lumped mass model as per the principles of dynamics of structures. The entire analysis of three adjacent lumped mass models with insufficient separation is carried out in time domain form using MATLAB programming. The outputs are measured in the forms of top storey displacement time history plots, top floor level pounding force time history plots and base shear force time history plots. From the outputs, it is noticed that the SSI amplifies the displacement response of building than that of fixed base system. SSI also overrates the pounding response of structure. Blast force response is much smoothens than seismic response of structure.

Study of Earthquake & Analysis of Multi-storied Building Using E-Tab

Abstract: Structural Analysis is a branch which includes in the determination of conduct of constructions to anticipate the reactions of various underlying segments because of the impact of loads. Every single construction will be exposed to possibly one or the gatherings of loads, the different sorts of loads typically considered are dead loads, live loads, wind load IS:875-1987 Part1, 2, 3, seismic load (IS:1893-2016). ETABS (Extended Three-Dimensional Analysis of Building System) is a product which is joined with all the significant forces that are static, dynamic, Linear and non-direct, and so on. This Computer programming's are additionally being utilized for the computation of forces, bending moment, stress, strain &deformation or diversion for a complex underlying framework and this software is utilized to design and plan the structures. The study of this project is to analyse & design of Reinforced Concrete building using Etabs. By this project, it has been checked that the displacement of the building seems to be within permissible limit'. The Structure has been designed as per Indian Codes & by laws provided by that area. In this paper, an analysis has been done on the storey height of a building situated in zone V, keeping the base dimensions constant, to find the maximum bending and shear forces at the design for earthquake load, using the software ETABS. For earthquake loads, both dynamic and static analysis has been done. The analysis for seismic loads has been carried out. Thereafter, the graphs for different values displacement at all the storey drifts, due to earthquake load (EQ) have been plotted.

Wind and Seismic Analysis of Pre-Engineered Building: A Review

Abstract: With the development of science and technology in the field of structural engineering, it is possible to adopt preengineered buildings in both industrial and residential construction sectors. For important buildings it is more suitable to use pre engineered building as these are more safe and take less time in construction in comparison of RCC structures. The main objective of this paper is pre-engineered steel structure will be design and analyzed for wind loads, dead loads, live loads and different load combinations on structure. The pre-engineered construction concept involves pre-engineering and quality construction systems which will help to minimize the cost and time

Wind and Seismic Analysis of Pre Engineered Building

Abstract: With the development of science and technology in the field of structural engineering, it is possible to adopt preengineered buildings in both industrial and residential construction sectors. For important buildings it is more suitable to use pre engineered building as these are more safe and take less time in construction in comparison of RCC structures. The main objective of this paper is pre-engineered steel structure will be design and analyzed for wind loads, dead loads, live loads and different load combinations on structure. The pre-engineered construction concept involves pre-engineering and quality construction systems which will help to minimize the cost and time.

Behavior of Flood Resistant Building and Ductile Detailing of G +7 RC Building Using IS 13920-2016

Floods are one of the most widespread and destructive natural disasters occurring in the world and with the increase in constructions along river courses and concentration of population around floodplain areas, flood-induced damages have been continuously increasing. The annual disaster record reveals that flood occurrence increased about ten folds over the past five decades. Thus, floods are posing a great threat and challenge to planers, design engineers, insurance industries, policymakers, and to the governments. Structural and non-structural measures can be used to deal with floods. Structural measures include a set of works aiming to reduce one or more hydraulic parameters like runoff volume, peak discharge, rise in water level, duration of flood, flow velocity, etc. Non-structural measures involve a wide range of measures to reduce flood risk through flood forecasting and early warning systems, emergency plans, and posing land use regulations and policies. The futuristic reinforced concrete buildings can be considered as a symbol of modern civilization. These buildings are usually constructed based on the guide lines given by the standard code books(like IS: 456:2000 and IS 13920:2016).Unfortunately, the code provisions consider the seismic loads and wind effects alone, while accounting the dead and live design loads, and exclude the flood loads. This implies the necessity to bring out corrective measures that can be adopted to reduce vulnerability before harm occurrences. In this project focuses on both the incorporation of flood loads during the analysis and design in CSI-ETABS software and the assessment of flood vulnerability of reinforced concrete residential buildings. Vulnerability is expressed as a fraction of ground floor height and maximum flood level at most immerse the building up to ground floor and first floor level. The importance of the outcome arises from the need of a strengthening solution to avoid failure of new or existing structures during floods.

Evaluation of the load distribution of timber slab bridge and the efficiency of the retrofit methods

Timber slab bridges are commonly used in rural regions because of their simple construction and low costs. However, a review of the bridge manual indicates that there is no specific guidance or very similar guidance to the current nationwide bridge codes with respect to the calculation of wheel load distribution and strengthening/enhancing methods. The objective of this research is to evaluate the load distribution for timber slab bridges and the efficiency of the retrofit methods. To achieve this objective, ten timber slab bridges were identified for a program of bridge live load tests. Three of them were tested twice, once before and once after bridge strengthening measures were employed. The data collected from the field test program was utilized to calculate the equivalent strip width (ESW), and the results were compared with the codified values. In addition, a series of finite element (FE) models were created based on these ten field-tested bridges and validated against the field-collected data. The validated FE models were utilized for a parametric study to evaluate the wheel load distribution and the performance of various retrofit methods on the bridges with different truck loading, bridge geometry, and retrofit approaches. Based on the results from the field tests and analytical simulation, an equation to predict the equivalent strip width for the timber slab bridges was developed with consideration of numerous variables.

Design, construction and testing of a smart under-deck cable-stayed footbridge prototype

Under-deck cable-stayed systems are commonly employed to enhance the structural performance of footbridges. However, their ability to withstand live loads is most effective only for a particular load distribution, thereby limiting opportunities for material savings. To overcome this challenge, the authors previously introduced the concept of smart cable-stayed footbridges, demonstrating its theoretical feasibility and potential for substantial material savings.This paper drives forward this idea and presents the first experimental proof-of-concept of a smart under-deck cable-stayed footbridge. The smart behavior is achieved through the use of a linear electric actuator that replaces the midspan strut of a conventional under-deck cable-stayed footbridge. The smart system is completed by a sensor and a control system that interprets displacement data and communicates with the actuator, which elongates and contracts depending on the acting live load.This paper aims to experimentally validate the concept of smart under-deck cable-stayed footbridges. To achieve this goal, a 6-meter-span prototype was designed, constructed, and subjected to a comprehensive testing campaign, including static, quasi-static, and dynamic load scenarios.The experimental response under static loads closely matches the analytical and numerical models, with differences ranging from 4%–8%. In addition, dynamic analysis revealed that the smart control significantly increases the stiffness related to the bending vibration mode, reducing vibrations by up to 20% compared to a conventional structure.In summary, this investigation provides the first successful physical validation of the theoretical concepts and offers insights into the structural response of smart under-deck cable-stayed footbridges, demonstrating their potential for a more efficient and sustainable footbridge design.

Fragility curves for assessment of seismic vulnerability of buildings on slopes

Step-back and step-back setback configurations are the common structural systems found in the hilly regions of the Indian Subcontinent. These buildings are often subjected to torsional effects under the action of earthquakes due to different foundation levels. The present study focuses on the probabilistic determination of the seismic vulnerability of step-back and step-back setback configurations and the effects of live load eccentricity. Incremental Dynamic Analysis (IDA) is used to obtain the dynamic capacity curves, which capture the torsional effects. A set of 11 ground motion time histories have been selected and scaled to the target response spectrum. Fragility analysis is carried out after obtaining the dynamic capacity curves, and the fragility curves are obtained for five limit states, namely Operational Performance (OP), Immediate Occupancy (IO), Damage control (DC), Life Safety (LS), and Collapse Prevention (CP) as per FEMA 273. Comparison of the fragility curves indicates the suitability of the step-back setback configuration vis a vis step-back configuration, as it yields a low probability of damage. The short column effects, along with live load eccentricity, increase the vulnerability to damage.

#6762 “PRIMUM NON NOCERE”: DIGITAL TOOLS AND MENTAL LOAD IN CLINICIANS AND PATIENTS: THE “E3 TASK FORCE” PROJECT

Abstract Background and Aims The Covid 19 pandemia has been an extremely potent enhancer of digital health solutions spreading. Telemedicine was already available in France before SARS-COV2, but not used as a standard of care. It seems like when sticking to the expressed needs and objectives, the implementation of digital solutions became a reality with a high level of acceptability. Since e-health is spreading and the commercial offer of digital solutions dramatically increasing, it seems critical to predict the impact of those new tools on mental load of users in order to make sure digital solutions really bring better quality of care together with quality of life (patients) or profesional life (health care professionals). Method Assistance publique -Hôpitaux de Paris launched in 2022 an ambitious project focusing on digital innovation at Hotel Dieu, making the largest hospital in Europe also an active promotor of digital health. This project includes an Innovation Hub, a large incubator for Start-ups, and (among others) the Digital Medical Hub (DMH). DMH is combining an academic platform dedicated to promoting scientific research on E-health and an open innovation structure promoting transformation strategies for e-health projets. Academic DMH initiated (March 2022) an innovative project aiming at defining what are the critical parameters involved into the lived experience of e-health users (clinicians and patients) with regard to mental load. This project included 3 steps: 1) a “consensus of experts” strategy conducted through meetings allowing the group to provide a list of the main dimensions impacting the (positive or negative) changes observed on daily life and mental load. The group includes neurosciences experts, clinicians (nephrologist, cardiologist, psychiatrist), e-health and digital solution experts, neuroergonomics and ergonomics experts, work psychologists, health economy specialist, market access experts). The following task of the group is to identify among those dimensions, those that are measurable or propose a way to evaluate them. 2) In paralell, a large opinion barometer is spread among health care professionals (HCP), digital entrepreneurs, and stakeholders in the field of health in ordre to collect over 500 answers allowing to describe expectations, fears and representations about e-Health implementation in France. 3) The last step of our research project is experimental with semi structured interviewing of health care profesionals in two different hospitals to explore the experience of actors exposed to digital solutions usage daily. The expert group conducting this research has turned into a Task Force to build the research plan for the next steps, after publishing the first conclusions of this work in the form of a “white book”. Results A white paper is under review describing the dimensions identified by the consensus of experts group as impacting mental load of HCP and, when available, the tools for quantitaive assessment of impact. The resultst of the pinion barometers witll be available in June and the qualitative study if ongoing. Conclusion Sharing this experience is shedding light on the importance for the Nephrology community to think about how to take part to the digital revolution in the field of Nephrology. There is incredible need for training and teaching to develop a commun culture about digital health. Patients and profesionals should explore and express needs for digital tools in order to act as promoters of the digital transformation of health system.

Necessity investigation of tie-down devices for single-pylon cable-stayed bridges to resist near-fault earthquakes with finite element models updated by vibration measurements

This paper aims to thoroughly investigate the necessity of designing tie-down devices at the boundaries of cable-stayed bridges to sustain near-fault earthquakes. The medium-span Chi-Lu Bridge, the long-span Kao-Pin-Hsi Bridge and the low-pylon Ma-Zu Bridge are chosen for a broad coverage. The finite element models for these three bridges are first updated with ambient vibration measurements and then modified by considering the compression-only feature of bearings to suit for seismic analyses. For Chi-Lu Bridge, the possibility of its deck to vertically jump out of the shear keys at the girder-pier connection under an exceptional near-fault earthquake is explicitly verified. The subsequent lateral swung of deck end in this case is further found to reach a significant level that can easily induce the damages near the pylon-deck intersection observed in the Chi-Chi earthquake. Therefore, the installation of tie-down devices is suggested for a medium-span cable-stayed bridge like Chi-Lu Bridge. In the case of Kao-Pin-Hsi Bridge, the analyzed results indicate that the capacity of tie-down devices originally designed to limit the uplift movement produced by live loads is not satisfactory to resist near-fault earthquakes. As for Ma-Zu Bridge, the corresponding results demonstrate that the addition of tie-down devices is normally not necessary.

Deformation and force characteristics of double-cable suspension bridges

A double-cable suspension bridge has broad application prospects. As a kind of suspension bridge, it is a flexible structure with small overall stiffness, structural deformation induced by live loads is a major concern in the design of double-cable suspension bridges. Deformation and force characteristics of double-cable suspension bridges were studied in this paper, a theoretical analysis method is proposed for calculating the main cable’s horizontal force increment and vertical deformation under live load (concentrated and half-span uniform loads) of the double-cable system. Finite element models (FEMs) were established to verify the proposed formulas, and the comparison of formula solutions with FEM solutions revealed good agreement. The effects of key design parameters on the force and deformation were studied; and the deformation and force characteristics of double-cable suspension bridges were compared with those of traditional single-cable suspension bridges. Results showed that the ratio of the horizontal force increments of the two cables caused by the live load is mainly determined by the sag-to-span ratio of these cables. The sag-to-span ratio and the proportion of dead load distributed to the double cables affect the main cable deflection. Increasing the proportion of dead load borne by the top cable or reducing the sag-to-span ratio can increase the gravity stiffness of a double-cable system.

Investigating UHPC in deck bulb-tee girder connections, part 2: Full-scale experimental testing

Deck bulb-tee girders constitute an excellent precast concrete bridge element system for medium- to longspan bridges. The precast concrete girders are transported to the jobsite, where they are placed adjacent to each other. The girders are connected using field-cast longitudinal joints. When required, a continuity diaphragm over the pier is used to create moment continuity; however, there is a risk of cracking of the field-cast joints and construction can be difficult when adjacent girders have different camber profiles. Given these challenges, adoption of the deck bulb-tee girder systems has been limited. Analytical investigation performed in part 1 of this series of papers indicated that using ultra-high-performance concrete (UHPC) can improve the performance of the field-cast joints and help overcome construction difficulties. This paper describes full-scale experimental testing performed as a follow-up to the analytical investigation. Longitudinal joints grouted with UHPC were tested under a combination of thermal and live load. A continuity diaphragm with partial UHPC was also tested under positive and negative moments over the pier.

Factors promoting improvements in symptoms and health in women with fibromyalgia and chronic widespread pain: a qualitative interview study

Purpose To describe experiences of improvement among women with chronic widespread pain (CWP). Materials and methods Recruitment was made from a cohort of women with CWP who participated in a 10- to 12-year follow-up study in 2016. The inclusion criterion was an improvement of at least 30% on a visual analog scale of pain intensity between baseline and follow-up. Seventeen women participated in semi-structured interviews. Data were analysed using qualitative content analysis. Results The analysis resulted in three categories with eight subcategories: Experience of improvement included feeling better despite persisting symptoms and to be capable of more activity. Developing strategies for better health included choosing to act to improve health, developing a constructive mental approach to the illness, and changing one’s view of oneself and one’s life. Contextual factors supporting improvement included support from healthcare, social support from one’s environment, and reduced load in daily life. Conclusions Experiences of health improvement involved active changes as well as contextual factors. Clinical implications of this study are that increased knowledge regarding pain management, increased physical activity, and reduced stress could contribute to symptom improvement in persons with CWP.

Simplified Calculation Method of Middle Tower Effect of Multi-tower Suspension Bridge

In accordance with the “middle tower effect” design problem of multi-tower suspension bridges, the finite element method is currently used to find the reasonable range of the longitudinal stiffness of the middle tower through trial calculations. This method has disadvantages such as complex modeling and large calculation workload. Based on the principle of stiffness distribution, a simplified analysis method of the mid-tower effect of the multi-tower suspension bridge is proposed with the coordination of unbalanced force at the tower top and tower offset as the convergence target. By this method, the mid-span deflection-span ratio parameter and the anti-slip safety factor of the main cable at the saddle under the most unfavorable vehicle live load can be quickly obtained. Relying on the Oujiang River North Estuary Bridge project, the applicability of the method is verified, and the result has a slight deviation from the finite element solution, and the calculation accuracy meets the requirements. The influence of the longitudinal stiffness of the center tower and the friction coefficient between the main cable saddle slots on the middle tower effect of multi-tower suspension bridge is studied. (1) For an 800 m main span multi-tower suspension bridge, when the longitudinal stiffness of the middle tower is greater than 4 MN.m-1, the structure can basically satisfy the requirements of the vertical rigidity of the specification, and the deflection-span ratio is greater than 1/300; when the longitudinal rigidity of the middle tower is greater than 20 MN.m-1, the structure can meet the design requirements of the deflection-span ratio of 1/400. (2) When the longitudinal tower stiffness of the middle tower is 4 MN.m-1, the maximum tower deflection reaches 0.95 m; when the stiffness of the middle tower is greater than 80 MN.m-1, the maximum tower deflection of the middle tower is less than 0.3 m, but the unbalanced force at the top of the tower is greater than 27000 kN, which is unfavorable for the anti-skid requirements of the main cable at the top of the middle tower. (3) Increasing the friction coefficient of the cable saddle from 0.15 to 0.3 can effectively reduce the limiting effect of the middle tower effect on the value of the longitudinal stiffness of the bridge tower. Finally, through the response surface analysis method, based on the independent variable parameters such as the span of the main span, the number of lanes, the friction coefficient of the saddle groove, etc., the recommended formula for the longitudinal stiffness of the middle tower is given, which provides a quick solution method and check basis for the preliminary design of the middle tower of a multi-tower suspension bridge.

A Research Paper on Manual Design and Modelling of Box Culvert

Abstract: Box culverts are the structures which are used when the path of water in the natural stream crosses roads, railway lines, flyovers etc. They are normally cheaper than bridges, which make them the natural stream passes through channels. In this work, the review of various authors and their views in the design and analysis of box culvert with software approach and comparison between software and manual approach has shown. The IS standard requirements in the design manual for roads and bridges (IRC-6-2000, IS 21-2000) is used in the structural designing of concrete box culverts. In this paper study about the different classes of IRC loadings and their effect on without and with cushioning conditions imposed on box culvert. The pressure cases are then checked for both with cushioning and without cushioning loading cases. The structure designing includes the considerations of pressure cases (Box empty, Full, surcharge load) and factors such as Impact load, Braking force, Dispersal of load through fill, Effective width, Coefficients of earth pressure, Live load etc. The structural elements are designed to withstand the maximum bending moments and shear forces respectively. In the present study, this paper provides full discussion on the provisions in the codes, considerations and justifications of all the above aspects of design.

Analysis of (G+3) Hostel Building

Abstract: The principal objective of this project is the comparative study on design and analysis of hostel building (G+3) of area 2050 sqm, by AUTOCAD, STAAD.Pro and ETABS software’s. Our project deals with the plan and style of Hostel Building. Designing involves identifying the forces and stresses which arise within that structure, perform analysis to urge moments and shear forces on different elements of the structure then design the structure for ultimate loads, dead load, wind load, live load, earthquake load (Indian Earthquake zone 3) and moments etc. AUTOCAD, ETABS and STAAD.Pro may be softwares tool to style functional design of plan. Estimation includes finding the quantities of materials required for the development of the structure and requirements of labour etc. During this project work, an effort is formed consistent with Building by laws and style of hostel building as per is: IS-456-2000, IS-1200 and SSR. The layout planning may be a part of urban development it includes planning of hostel houses, commercial complexes, service roads, primary health centers, school...& other amenities sewerage system for whole layout (includes treatment, sewer main, storm water drains), water distribution system. This article includes design & estimation of hostel building in plot of layout planned.

Theoretical Method to Predict Internal Force of Crossbeam in Steel–Concrete Composite Twin I-Girder Bridge under Torsional Loading

During the operational phase of a bridge, the crossbeam, acting as a supporting member, plays an important role in keeping the cross-sectional shape constant in addition to resisting against various lateral and longitudinal loads and distributing the dead and the live loads to the adjacent main girders. The complex functional requirements lead to a complex internal force composition of the crossbeam. When subjected to torque, the two main beams of the twin I-girder bridge will have deformation in opposite longitudinal directions (known as warping deformation) to counteract the torque. The existing research has not considered the impact of main beam warping deformation on the internal force of the crossbeam. Based on the existing research, this article further considers the impact of main beam warping deformation on the internal force of the crossbeam, making the calculation of the internal force of the crossbeam more accurate. The results show that the torsional characteristics of the continuous twin I-girder bridge can be calculated using Vlasov’s theory of thin-walled structures combined with the displacement method. As for the effect of the crossbeam on the torsional stiffness of the structure, it can be managed by making the crossbeam stiffness continuous; however, in general, the equivalent stiffness is small compared to the stiffness of the main beam and it can be ignored. The crossbeam can be simplified to a bar with two solid ends for the internal force calculation whose formula is proposed in this paper, based on the existing frame model, and it can further consider the influence of warping deformation of the main beam on the internal force of the beam, and the calculation accuracy is high.

Experimental Tests and Numerical Analyses for the Dynamic Characterization of a Steel and Wooden Cable-Stayed Footbridge

Vibrations are an issue of increasing importance in current footbridge design practice. More sophisticated footbridges with increasing spans and more effective construction materials result in lightweight structures and a high ratio of live load to dead load. As a result of this trend, many footbridges have become more susceptible to vibrations when subjected to dynamic loads. The most common dynamic loads on footbridges, other than wind loading, are pedestrian-induced footfall forces due to the movement of people. This paper concerns the experimental and numerical dynamic characterization of a newly built steel and wooden cable-stayed footbridge. The footbridge was dynamically tested in situ under ambient vibration, and the results allowed the real dynamic behavior of the footbridge to be captured. The dynamic response under pedestrian dynamic loads was also investigated and compared with the limitations provided by the main international codes and guidelines for footbridge serviceability assessment. A numerical model of the footbridge was also developed and updated based on the experimental outcomes. Then, the calibrated model was used to numerically assess the footbridge’s serviceability following the guideline prescriptions for pedestrian load simulation, and the design accuracy was also validated. This paper aims to increase the state-of-the-art knowledge about footbridge dynamic testing so as to support the design of new and futuristic structures as well as prove the effectiveness of using the requirements of codes and guidelines for footbridge serviceability assessment by adopting a calibrated numerical model.

Disain Kebutuhan Tulangan Glass Fiber Reinforced Polymer (GFRP) Untuk Elemen Struktur Pada Bangunan Beton Bertulang

Fiber Reinforced Polymer is a combination of two main materials Resin Polymer (plastic) as a binder matrix and Fiber (fiber) as reinforcement. This material has three fibers, namely Carbon, Glass, and Aramid. Glass fiber was used in this study, because it has a greater strain compared to other fibers. This study aims to design reinforced concrete structures using steel reinforcement and GFRP as well as to compare the reinforcement requirements of each reinforced concrete. Calculation of reinforcement for steel reinforced concrete refers to SNI 1726-2019, while for GFRP reinforced concrete it is based on ACI 440 1R-2015. This research begins by collecting data in the form of a design structure drawing of a 6-storey hypothetical building, with a total building height of 23 m. The hypothesis building has the number of spans in the X-axis direction is 5 with a distance between columns of 6 m, while the number of spans in the Y direction is 3 with a distance between columns of 5 m. The column dimensions for all floors are 60 cm x 60 cm, while the beam dimensions are 40 cm x 40 cm. The thickness of the floor and roof slabs is 12 cm and the concrete quality is 30 MPa. For the calculation of structural loading, dead load, live load and earthquake load are used and the design of reinforcement for conventional steel reinforced concrete structures and GFRP is carried out. Steel reinforced concrete structures with GFRP reinforced concrete have differences in the amount and diameter of reinforcement required. For beam elements bearing steel reinforcement, 24 pieces of flexural reinforcement are needed with a diameter of 19 mm, while for beam elements, GFRP reinforcement requires 12 pieces of flexural reinforcement with a diameter of 1 inch to 1,128 inches. For the field area, steel reinforcement beam elements need 12 pieces with a diameter of 19 mm, while for GFRP reinforcing beam elements require 8 pieces of flexural reinforcement with a diameter of 0.875 inch to 1.128 inch. In column elements, steel reinforcement and GFRP reinforcement require the same amount of main reinforcement, which is 32 pieces. However, in terms of diameter, steel reinforcement requires 25 mm diameter reinforcement, while GFRP is 1 inch in diameter.