Concrete Structure Analysis Package

Categories: Abaqus, Beam, Beam-column joint, Column, Concrete structure, Course, Finite Element, Structures, Ultra high performance concrete, Ultra high performance fiber reinforced concrete

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Peyman Karampour

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All Levels
Last Updated

November 12, 2025
Certificate

Certificate of completion

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From this course, you will gain a solid understanding of how concrete and composite structures behave under various loading conditions. You will learn to model and analyze reinforced and non-reinforced concrete elements, explore the use of advanced materials like fiber-reinforced polymers and ultra-high-performance concrete, and understand how to design safer, more efficient, and high-performance buildings and infrastructure using modern structural engineering techniques.

About Course

Introduction to Concrete Structure analysis

The study of concrete and composite structures plays a crucial role in modern structural engineering, particularly in designing resilient, high-performance buildings and infrastructure. Over the years, various modeling techniques have been developed to understand the behavior of reinforced and non-reinforced concrete beams, columns, and joints under different loading conditions. These models help engineers predict structural responses such as bending, axial compression, fracture, and cyclic loading, enabling safer and more efficient designs.

This collection of examples highlights a wide range of structural modeling approaches, including:

Numerical and analytical modeling of reinforced concrete beams and columns.
Flexural and axial behavior analysis under different loading scenarios, such as three-point and four-point bending tests.
The use of advanced materials, including fiber-reinforced polymers (FRP), ultra-high-performance concrete (UHPC), and composite steel-concrete systems.
Analysis of concrete-filled steel tubular (CFST) structures, steel-concrete joints, and prefabricated elements.

Together, these examples provide a comprehensive overview of current practices and methodologies in structural modeling, offering valuable insights for both research and practical applications in civil and structural engineering.

Course Content

Example 1: Cyclic loading analysis of a circular concrete beam
In this lesson, the cyclic loading analysis of a circular concrete beam is studied. The concrete beam is modeled as a three-dimensional solid part to consider the full behavior of the beam under seismic loading. The combined plasticty is selected to demonstrate the correct behavior of the beam, and obtain the hysteresis diagram.

Abaqus files
Video

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Example 2: Modeling the Flexural Behavior of Concrete-Filled Steel Pipes
In this section, the Flexural response of concrete-filled seamless steel tubes is investigated. This tutorial aims to investigate the flexural behavior of concrete-filled tubes (CFST)made of seamless steel. Finite Element Analyses are utilized for this purpose. Concrete-filled steel tubes (CFSTs) are composite structural members consisting of a steel tube and a concrete infill. Both materials mutually contribute to carrying the load and providing the necessary member stiffness, where the steel tube improves the carrying capacity of the concrete. The concrete core delays the global and local buckling of the steel tube. In current construction practice, CFSTs are commonly used as columns and braces in tall buildings, bridges, and military facilities due to their large axial load capacity, compression stiffness, and high deformation capacity.

Example 3: Flexural behavior of the composite behavior of concrete board-covered light steel floor
In this case, the flexural behavior of the composite behavior of concrete board-covered light steel floor is done through a comprehensive tutorial. The basic idea in composite construction is to use the advantages of both steel and concrete materials while avoiding their inherent disadvantages. In order for this idea to work, steel and concrete parts should be fully connected so that no delamination and/or slip can occur between the two parts. This research focuses on numerically studying a new type of composite floor system with cold-formed steel having an innovative type of shear connector. In numerical simulation of structures having steel embedded in concrete, it is customary to assume that there is a perfect connectivity between the two materials (i.e., no slip condition). Such an assumption is accepted to be appropriate where the shear transfer is provided by shear studs or other similar interlocking mechanisms. However, in the composite system discussed above, the shear transfer relies on the bond-slip behavior of the smooth steel surface with concrete, which is a new idea never used before. Thus, it is important to investigate the performance of such a shear transfer mechanism.

Example 4: Axial compression test of the concrete-filled-double-skin-tube columns
In this lesson, the axial compression test of concrete-filled double-skin-tube columns is studied. The Concrete Damaged Plasticity model is selected to demonstrate the behavior of a concrete column under compression load with a 25MPa compressive strength. Traditionally, columns have been constructed from materials that are strong enough to withstand the combined effects of vertical loads and moments applied to them. The most common materials used for constructing columns are either reinforced concrete (RC) or structural steel. This is due to previous robust experimental research work, which was conducted to provide expressions for column design. Most countries around the world have well-established codes of practice for analyzing and designing columns using the expressions developed from experimental work. The familiarity that design engineers have with traditional RC and structural steel columns has caused other methods of construction have be overlooked. In the last few decades, other forms of column construction have developed to provide stability against forces caused by seismicity and to promote ease of construction. The most common alternatives to RC and structural steel are steel encased concrete columns, and Concrete-filled double skin tube (CFDST) columns is a new method of column construction. CFDST columns consist of two steel hollow sections, one inside the other, concentrically aligned. The cross-sections of the two hollow sections do not have to be the same shape. Concrete is cast in between the two hollow sections, resulting in a CFDST. This study only considers CFDST columns constructed with circular steel hollow sections.

Example 5: Modeling Three-Point Bending Behavior of a Concrete Slab Reinforced with FRP Using Beam Theory
In this section, the three-point bending simulation of a concrete slab reinforced with bars and FRP is investigated. The concrete slab is modeled as a three-dimensional part with CDP material to observe damage propagation under bending load, and epoxy-glass fiber as reinforcement is modeled as a three-dimensional shell part with elastic material coupled with a failure stress to check the fiber damage on the visualization. In this tutorial, a point bending simulation of a concrete slab reinforced with bars and FRP in Abaqus has been investigated. The widespread successful use of composite materials in the automotive, naval, and sporting goods industries has resulted in a technology transfer to civil infrastructure applications. Fiber-reinforced polymers (FRP) are impacting the international concrete industry. FRP combines high-strength glass, carbon, and aramid fibers with polymer resins, and can be used as both internal and external reinforcement for concrete members. FRP provides an alternative to steel reinforcement in areas where seawater, deicing salts, and corrosives can destroy the structural integrity of a concrete member due to deterioration of the steel reinforcement. The design philosophy for FRP-reinforced concrete is based on principles of equilibrium, compatibility of strains, and the stress-strain characteristics of the materials involved. The brittle behavior of both FRP reinforcement and concrete must be considered. Crushing of the concrete or FRP rupture is the mechanisms that control the failure of the section. For concrete crushing, the Whitney rectangular stress block is used to approximate the concrete stress distribution at ultimate strength conditions. For FRP reinforcement, the linear-to-failure stress-strain relationship must be used.

Example 6: Flexural test of an aluminium-concrete beam with steel connectors
In this case, the flexural test of an aluminium-concrete beam with steel connectors is done through a comprehensive tutorial. This tutorial presents a numerical analysis of the resistance and stiffness of an aluminium-concrete beam with steel connectors. Aluminium-concrete structures are less well-known than steel and concrete composite structures; they do, however, have a lot of applications. Contemporary designers should look for new solutions supporting sustainable construction. Aluminium-concrete composite structures have a lot of applications thanks to the corrosion-resistance and lightness of the aluminium beam. They may be used in composite bridges and in structures which are difficult to access or are located in corrosive or humid environments. Multiple problems inherent in aluminium-concrete structures remain to be solved. Numerical calculations may be a good alternative to laboratory tests, but only if the numerical model is verified. It consisted of an aluminium beam, steel shear connectors. The concrete slab was divided into eight-node cuboidal finite solid elements, meshes were modelled by means of truss elements, shear connectors were presented as beams and an aluminium beam was divided into four-node shell elements.

Example 7: Simulation of a concrete beam-column joint
In this lesson, the simulation of a concrete beam-column joint is studied. The concrete part is modeled as a three-dimensional part with concrete damage plasticity behavior. The truss is modeled as a wire part with steel material as an elastic-plastic material. A general static step is appropriate for this type of analysis. Strengthening of existing reinforced concrete structures is now a major part of the construction activity all over the world. The RCC structures constructed across the world are often found to exhibit distress and suffer damage, even before service life is over, due to several causes such as earthquakes, corrosion, overloading, change of codal provisions, improper design, faulty construction, explosions, and fire. With the mandate to go vertical, in light of the rising population and space crunch, most of the structures that have come up over the last three or more decades are all framed structures. For all framed structures, the most important component is the beam-column joint, and the structural design of the joint is usually neglected. During the design stage, attention is restricted to the provision of sufficient anchorage for the beam. Unsafe design and detailing within the joint region are dangerous for the entire structure, even though the structural members themselves may conform to the design requirements. It is well known that joint regions in reinforced concrete framed structures are recognized as very critical as they transfer the forces and bending moments between the beams and columns.

Example 8: Numerical Modeling of Concrete cutting Using the JH-2 Material Model
In this section, the numerical modeling of concrete cutting using the JH-2 material model is investigated. Concrete cutting is a process of controlled sawing, drilling, and removal of concrete performed by skilled operators using special saws that use diamond-impregnated blades. Unlike the old-fashioned dusty jackhammer method, modern concrete cutting leaves a smooth, attractive finish and utilizes water so as not to create any dust or mess. There are many different kinds of concrete cutting but the most common are wall sawing, core drilling and slab or flat sawing. Concrete slab sawing—also known as flat sawing—is a quick and efficient diamond method used for cutting horizontal surfaces such as concrete slabs, floors, bridge decks, and pavement. A dynamic explicit procedure with general contact, including erosion, is selected for this analysis. In this model, the Johnson-Holmquist material model is considered to demonstrate the full failure of the concrete material.

Example 9: Modeling of a CFRP jacketed reinforced concrete beam-column joint
In this case, the modeling of a CFRP jacketed reinforced concrete beam-column joint in Abaqus software is done. The beam and concrete column are modeled as a three-dimensional part with CDP material behavior, beams are modeled as a wire part with steel material, and CFRP sheets are modeled as a shell part with Hashin’s damage criterion. In this tutorial simulation of CFRP jacketed reinforced concrete beam-column joints in Abaqus has been investigated. Various types of strengthening materials, such as steel plates, ferrocement, and fiber-reinforced polymers, are available in the construction industry to be used for jacketing of the affected components, the most common being steel jackets. These types of jackets increase the weight and dimensions of the structural elements. A few attempts have been made for the use of corrugated or plain steel plates as jacketing material in concrete frames. FRP-based strengthening has become attractive as compared to others due to its light weight, high strength and stiffness, corrosion resistance, easier implementation, excellent fatigue, etc., and is an attractive alternative to restore the joints to their desired capacity.

Example 10: Compression test analysis of the CFRP retrofit of a concrete circular column
In this lesson, the compression test analysis of the CFRP retrofit of a concrete circular column is studied. The concrete column is modeled as a three-dimensional part with the CDP material model, circular and axial truss as a wire part with elastic plastic material, and CFRP as elastic engineering constants with Hashin’s damage criterion. In this tutorial Simulation of CFRP retrofit of a concrete circular column in Abaqus has been investigated. A considerable number of existing reinforced concrete columns do not meet present needs in terms of strength, ductility, and durability. Repair and/or strengthening may be needed when columns are damaged under external loads, such as seismic or impact, or due to steel corrosion in exposed environments. Strengthening may also be needed due to a change in structural use or the removal of adjacent load-bearing structural elements to rectify the structural discontinuity. In such circumstances, external confinements can provide additional load-bearing capacity for the columns. Such confinement can also increase the durability and ductility of the columns.FRP laminate confinement of concrete columns has been accepted as an excellent substitute for steel/concrete jacketing, thereby reducing the high cost of column strengthening.

Example 11: Simulation of the composite beam with connectors under bending load
In this section, the simulation of the composite beam with connectors under bending load is investigated. The model contains a concrete slab, a steel sheet, steel beams, and rigid bodies. Concrete Damage Plasticity(CPD) material model for concrete and elastic plastic model for steel have been used. A dynamic explicit step with smooth amplitude to assign a smooth load is selected. The contacts among rigid bodies with concrete and slabs are considered as surface-to-surface contact. The contact between the steel sheet and the concrete is assumed to be a perfect contact. Between the steel beam and sheet, a beam element acts as a joint. These connectors will be a critical point in reaching the peak of stress.

Example 12: Compression Test analysis of the concrete column with a steel beam core
In this case, the compression Test analysis of the concrete column with a steel beam core is done. The steel beam material is modeled as elastic, plastic, and ductile damage behavior, and for concrete, concrete damage plasticity is used. Two rigid bodies are created as a hydraulic and a supporter. In this simulation, both static and dynamic analyses can be used, but the dynamic explicit procedure is better to avoid convergence and reduce the time . The general contact algorithm for all parts has been used, and the contact between the steel beam and the concrete is assumed to be perfect.

Example 13: Modeling Fracture Response of Concrete in Tension with the JH-2 Material Model
In this lesson, the analysis of the dynamic tensile test of a concrete piece is studied. The concrete part is modeled as three three-dimensional parts. Normally, concrete damage plasticity is used to model compression and tensile damage on the concrete pieces during static or dynamic analysis. In this tutorial, dynamic loading with the Johnson-Holmquist material model is used. This material model is commonly used to model high velocity impact or blast loading over the brittle material, but here, to observe the separation and failure has been used. A dynamic explicit step and pressure load with smooth amplitude has been used. To have a better failure in the middle of the concrete piece, it is necessary to use a fine mesh in that zone. To use the JH2 material model VUMAT subroutine or modify the input file by calling the embedded subroutine can be used. In this tutorial second way is considered.

Example 14: Modeling of a steel-concrete composite column under compression
In this section, the modeling of a steel-concrete composite column under compression is investigated. Steel-concrete composite columns are new composite members. They are widely used due to their high load-bearing capacity, full usage of materials, high stiffness and ductility, and large energy absorption capacity, as pointed out by researchers.Combining reinforced concrete (RC) and structural steel sections provides several advantages over traditional reinforced concrete and steel members. The concrete provides fire resistance to the steel section and restrains the steel member from buckling . Applying steel-concrete composite columns has a beneficial impact on the course and values of concrete strains in relation to reinforced concrete columns. However, SRC columns require longitudinal and transverse reinforcement to prevent the concrete from spalling while being subjected to axial load, fire, or an earthquake. The concrete column and steel beam, as the core, are modeled as a three-dimensional part, the bar as a wire, and the pusher plate as a rigid

Example 15: Analysis of an inclined CFST column under axial load
In this case, the analysis of an inclined CFST column under axial load in the Abaqus software is done. The concrete core is modeled as three three-dimensional solid parts, the steel tube as a shell part, and the rigid plate as a discrete rigid part. To model concrete behavior, CDP or Concrete Damage Plasticity, and to model steel elastic plastic behavior with ductile damage criterion are used. The application of concrete-filled steel tubular (CFST) columns in construction has been in use for more than 40 years. It has been recognized that concrete-filled steel tubular composite columns utilize the most favorable properties of both constituent materials, and the interaction between the steel hollow section and concrete core makes the composite column perform better structurally than individual constituent members, but without significant cost increases. To meet the architectural, aesthetic, and constructional requirements in modern constructions, inclined, tapered, and straight–tapered–straight (STS) members have been used in long-span structures, viaduct piers, and high-rise buildings. This simulation is done in two ways: the first dynamic explicit method, and the second general static method. At the end, the results from the two simulations are. Perfect contact is assumed between the steel and concrete parts. The general contact algorithm with friction behavior is implemented. The proper boundary conditions are assigned to the rigid bodies. The mesh size needs to be the same for the concrete and the steel tube.

Example 16: Simulation of the tapered steel-concrete column under axial compression
In this lesson, the simulation of the tapered steel-concrete column under axial compression is studied. The concrete core is modeled as a three-dimensional part, and steel is modeled as a three-dimensional shell part. Two rigid boundary conditions and a loading point in Abaqus. Concrete Damage Plasticity(CDP) is used to model concrete behavior under axial load. The steel cover material is modeled as elastic elastic-plastic material. Dynamic explicit and general static steps are implied in the two separate analyses. In the dynamic simulation, the contact between steel and concrete is assumed as surface-to-surface contact with a friction coefficient, shear stress behavior, and elastic slip value to observe the separation. In the static simulation, perfect contact is assumed

Example 17: Modeling and Damage Analysis of FRP-Reinforced Concrete Beams Under Four-Point Bending
In this section, the modeling and damage analysis of FRP-Reinforced Concrete Beams under four-point bending is investigated. The FRP material is modeled as an elastic material with a failure stress and Hashin’s damage criterion. To model and predict the damage in the concrete beam, it would be necessary to use a proper material model, so the specific material model as the input file is used to simulate the damage propagation under bending load. The dynamic explicit procedure is appropriate for this type of analysis. The surface-to-surface contact between all rigid bodies and the concrete beam is used. The contact between the concrete beam and the FRP is assumed as perfect contact without separation. The fixed boundary conditions are assigned to the two rigid bodies as supporters. The load as displacement is applied to the two upper rigid bodies with a smooth amplitude to apply a smooth load. The mesh quality has a good effect on the crack propagation.

Example 18: Simulation of the cyclic loading response of a composite beam with concrete exterior and steel core
In this case, the simulation of the cyclic loading response of a composite beam with concrete exterior and steel core is done through a practical tutorial. The steel beam and the concrete parts are modeled as three-dimensional solid parts. The steel material is used for the steel beam as an elastic-plastic material with a ductile damage criterion to consider damage and failure during cyclic loading. The concrete is modeled as an elastic material with concrete damaged plasticity(CDP) to predict tensile and compressive damage. The general static step was used with ideal or perfect contact between the steel beam and concrete column surfaces. The fixed boundary condition for the bottom side of the composite column and displacement with tabular amplitude to assign the loading protocol for the top side is selected.

Example 19: Analysis of the behavior of thin-walled dodecagonal section double skin concrete-filled steel tubular beam-columns
In this tutorial, the analysis of the behavior of thin-walled dodecagonal-section double-skin concrete-filled steel tubular beam-columns is studied. The steel sections are modeled as a three-dimensional shell part, and the concrete is modeled as a three-dimensional solid part. The use of concrete-filled steel tubes (CFST) is growing because of their superior performance. A creative innovation of composite construction is known as concrete-filled double skin steel tubes (CFDST), which were introduced and have been studied by many researchers. CFDSTs are composite members that consist of an inner and outer steel skin with the annulus between the skins filled with concrete. CFDSTs also hold the characteristics of concrete-filled steel tubes (CFST) and have less self-weight. This kind of composite column has been recognized to have a series of advantages, such as high strength and bending stiffness, good seismic and fire performance. In this tutorial, two analyses are performed. First, static stimulation and second, dynamic explicit simulation. The perfect contact between concrete and steel profiles is assumed. The surface-to-surface contact with friction coefficient, shear limit, and elastic slip can be used. The general contact interaction for all parts in the contact domain is used. The displacement load control is used to model the load, and fixed boundary conditions are assigned to the bottom rigid plate. The mesh should be fine enough to predict damage in all parts. To define concrete material, the CDP model and for steel elastic-plastic model are used.

Example 20: Modeling of the concrete-filled-double-skin steel box under dynamic bending load
In this section, the modeling of the concrete-filled-double-skin steel box under dynamic bending load is investigated. The internal and external steel boxes are modeled as a three-dimensional shell part. The concrete is modeled as a three-dimensional solid part. Concrete-filled double skin tube (CFDST) columns are a new method of column construction. CFDST columns consist of two steel hollow sections, one inside the other, concentrically aligned. The cross-sections of the two hollow sections do not have to be the same shape. Concrete is cast in between the two hollow sections, resulting in a CFDST. This study only considers CFDST columns constructed with circular steel hollow sections. To model steel behavior, elastic-plastic data with a ductile damage criterion have been used to predict a damaged zone after loading. To have a proper approach to the concrete material, the Johnson-Holmquist model, which is appropriate for dynamic and quasi-static simulation, has been used. The dynamic explicit step is appropriate for this type of analysis. The surface-to-surface contact with contact properties like friction coefficient, shear stress limit, and the elastic limit is used. The general contact is used for the other interaction in the contact domain.

Example 21: Modeling of the flexural behavior of a concrete-filled square steel tube with an inner CFRP tube
In this case, the modeling of the flexural behavior of a concrete-filled square steel tube with an inner CFRP tube is done. The outer steel box and CFRP tube are modeled as a three-dimensional shell part. The concrete core is modeled as a three-dimensional solid part. In this tutorial, the Flexural Behavior of a Concrete square Steel Tube with an Inner CFRP Circular Tube in Abaqus has been studied. Owing to the development of concrete technology and the demand for practical engineering, high-strength concrete has been widely used in construction. The weakness of high-strength concrete is its fragility, and an effective way to improve this problem is to fill a steel tube. This new type of hybrid member is in the form of concrete-filled square steel tube columns with an inner CFRP (carbon-fiber-reinforced polymer) circular tube, composed of a CFRP inner tube and a steel outer tube with concrete infill in the two tubes. The composite member can make good use of the mechanical properties of steel tube, CFRP, and high-strength concrete. The main advantage of Concrete-filled Square Steel Tube (CFST) columns in structural properties is due to the composite action between the constituent elements. The steel and CFRP tube provide confining pressure to the concrete, which puts the concrete under a tri-axial state of stress, and the strength of the concrete is increased by the confining effect of the steel tube. On the other hand, the steel tube is stiffened by the concrete core. This can prevent the steel tube from buckling and increase the stability and strength of the column. The flexural behavior of CFST is inferior to the compression performance. The CDP material model is used to show concrete behavior under bending load. The elastic-plastic model with ductile damage criterion for the steel box and elastic property with Hashin’s damage criterion for the CFRP are used. These material models can predict damage and failure during the simulation. The dynamic explicit procedure is used to model the dynamic behavior of the bending process, but by using a smooth amplitude, the quasi-static simulation can be obtained. The general contact algorithm with contact property among all parts and specific property between the steel box and the concrete to consider the separation during the simulation, such as friction coefficient, shear stress limit, and elastic slip, is used.

Example 22: Analysis of the Proposed Concrete-Filled Steel Box Connections Under Reversed Cyclic Loading
In this lesson, the analysis of the proposed concrete-filled steel box connections under reversed cyclic loading is studied. The steel material is modeled as an elastic-plastic material with a ductile damage criterion to predict damage initiation and propagation during cyclic loading. The concrete material is modeled as an elastic material with the Concrete Damage Plasticity model to predict tensile damage during the analysis. The combined plastic model can also be used. The general static step with a specific time period is selected. The contact beam and column, and the steel column with concrete, are assumed to be in perfect contact. The fixed boundary condition is assigned to the top and bottom surfaces of the column, and displacement in the reverse direction is assigned to the two beams. In this tutorial, the Simulation of Proposed Concrete steel Tube Connections under Reversed Cyclic Loading in Abaqus has been studied. Composite steel-concrete structures are used in civil engineering projects worldwide. In recent decades, concrete-filled steel tube (CFT) structures have become accepted and used in buildings because they can provide the enhanced advantages of ductility associated with steel structures and concrete components. The advantages of CFT columns over other steel-concrete composite structures, called either mixed or hybrid systems, include the fact that the inside concrete prevents local buckling of the steel tube wall and that the steel tube extends the ability of concrete spalling. Although the CFT can be an economical form of composite construction, its use has been limited due to the complexity of the beam-to-column connections and the limited construction experience

Example 23: Five-point bending test of a concrete beam
In this section, the five-point bending test of a concrete beam is investigated. The concrete beam is modeled as a three-dimensional solid part and five rigid parts as forces and support bodies. To model concrete behavior under the bending in the static and dynamic loading, Concrete Damaged Plasticity is used. The concrete damaged plasticity model is based on the assumption of scalar (isotropic) damage and is designed for applications in which the concrete is subjected to arbitrary loading conditions, including cyclic loading. The model takes into consideration the degradation of the elastic stiffness induced by plastic straining, both in tension and compression. It also accounts for stiffness recovery effects under cyclic loading. The CDP model is only a material model for concrete, which can be used in both static and dynamic simulations. In the first case, the general static step is used to consider static analysis. In the static procedure, no convergence normally happens because of the tensile and compression damage of concrete, and to avoid early non-convergence, some changes are applied at the step section. In the second case, the dynamic explicit step is used to consider dynamic bending analysis. The dynamic explicit procedure can smooth the non-convergence, and that is the explicit capability. The surface-to-surface contact with the contact property is selected for all contact domains. After the two analyses, in the static simulation, due to the non-convergence at a specific time, tensile and compressive damage occurred. These damages cause the non-convergence, but the maximum force capacity based on the force-displacement diagram is reached. In the dynamic simulation, the non-convergence problem is removed, and the analysis is completed. The results for damage and stress can be achieved. Based on the force-displacement diagram from the dynamic simulation, the maximum force is the same as the static simulation, and after that, the degradation happened, and the decline in the force is obvious.

Example 24: Simulation of the Ultra High Performance Concrete (UHPC) beam under four-point bending
In this case, the simulation of the Ultra High Performance Concrete (UHPC) beam under four-point bending is done through a comprehensive tutorial. Although concrete is the most universally used material in building, there are still some limitations to its use, such as low tensile strength and brittleness. Ultra-High Performance Concrete (UHPC), a cutting-edge concrete, may be able to overcome these concerns. UHPC possesses a compressive strength greater than 21.7 ksi (150 MPa) and a flexural strength greater than 0.72 ksi (10 MPa) at 28 days. The concept of UHPC was first developed by Richard and Cheyrezy and was produced in the early 1990s at Bouygues Laboratory in France. The concrete beam is modeled as a three-dimensional solid part. The simulation of UHPC material through commercial FE software allows for the study of the structures, including UHPC. A three-dimensional FEM simulation is used to model the failure process. The CDP plasticity model is used for the concrete beam. The concrete material parameters used in this study are the modulus of elasticity (E), Poisson’s ratio (v), and the CDP parameters. In the CDP, for cracked concrete, a constant value for Poisson’s ratio is considered. The primary values of the CDP parameters include dilation angle (w), shape factor (Kc), stress ratio rb0/ rc0, eccentricity, and viscosity parameter. The general static step with some changes in the convergence model is used to obtain a good force-displacement diagram. The surface-to-surface contact with the contact property between the concrete beam and rigid bodies is used. The fixed boundary condition is assigned to the two bottom rigid bodies, and displacement as a boundary to the two top rigid bodies. The mesh should be fine to achieve good results

Example 25: Analysis of the ultra-high-performance fiber-reinforced-concrete beam under four-point bending
In this lesson, the analysis of the ultra-high-performance fiber-reinforced-concrete beam under four-point bending is studied. Extensive research and development efforts over the past three decades to improve the properties of concrete have led to the emergence of ultra-high performance concrete(UHPC). UHPC possesses very high compressive strength, good tensile strength, enhanced toughness, and durability properties. However, one of the main drawbacks of UHPC is its brittleness. To overcome the brittleness of UHPC, fibers are often added to UHPC, and this type of concrete is referred to as ultra-high performance fiber reinforced concrete(UHPFRC). The addition of fibers to UHPC can significantly improve its ductility, fracture toughness, and energy absorption capacity. The concrete beam is modeled as a three-dimensional solid part. The steel bari is modeled as a three-dimensional wire part. The steel material with elastic-plastic material is used for the bar, and the Concrete Damaged Plasticity model is used for the concrete beam to define the compression and tensile behavior of the ultra-high-performance-fiber reinforced concrete. All the data are extracted from the reference paper. The general static step with some changes in the convergence model is used to calculate the failure from the force-displacement diagram. The surface-to-surface contact algorithm between rigid bodies and the concrete beam is implied. The bar is embedded inside the concrete beam host.

Example 26: Modeling of the Axial Compression Behavior of reinforced UHPC columns
In this section, the modeling of the axial compression behavior of reinforced UHPC columns is investigated. Ultra-High Performance Concrete (UHPC) is an advanced technology in the concrete industry with superior characteristics such as high strength in compression and tension, ductility, and durability. The concrete column is modeled as a three-dimensional solid part, and the embedded bars in the column are modeled as three-dimensional wire parts. Two rigid shell bodies are used as the supporter and the force body. To model bars or beams, steel with elastic-plastic material is used. The simulation of UHPC material through commercial FE software allows for the study of the structures, including UHPC. The concrete plasticity damage (CDP) model in the Abaqus software can predict the behavior of the concrete with reasonable accuracy. This model has been employed by researchers to model conventional concrete. The concrete material parameters used in this study are the modulus of elasticity (E), Poisson’s ratio (v), and the CDP parameters. In the CDP, for cracked concrete, a constant value for Poisson’s ratio is considered. The primary values of the CDP parameters include dilation angle (w), shape factor (Kc), stress ratio rb0/ rc0, eccentricity, and viscosity parameter. The general static step with some changes in the convergence model is used. The general contact algorithm with the contact property is implied. The beams are embedded inside the concrete column host.

Example 27: Simulation of the circular concrete-encased concrete-filled steel tube (CFST) stub columns subjected to axial compression
In this case, the simulation of the circular concrete-encased concrete-filled steel tube (CFST) stub columns subjected to axial compression is done through a practical tutorial. Compared with CFST columns, the advantages of concrete-encased CFST columns include higher stiffness, convenient connection with RC beams, and higher resistance to fire and corrosion. In addition, a thinner steel tube can be applied in the column due to the support from both the outer and core concrete. When compared with RC columns, the concrete-encased CFST columns provide higher strength and better ductility, and allow for the use of high-strength concrete as core concrete in the inner CFST, resulting in a smaller cross-section. During construction, the inner CFST is constructed first and then acts as a support to carry the construction load before the assemblage of the outer RC component. After the installation of the external formwork and reinforcement, the outer concrete is finally placed. The concrete-encased CFST has different configurations resulting from the combinations of various sections, that is, square or circular inner CFST and square or circular outer RC. The concrete core, steel pipe, and outer concrete parts are modeled as three-dimensional solid parts. The strips and bars are modeled as wire parts. The elastic-plastic steel material is used for the strips and bars. The steel material for the pipe is modeled with elastic-plastic material and ductile damage criterion to predict damage during the analysis. The Concrete Damaged Plasticity for concrete parts is used. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. The two analyses are used in this simulation. In the first case, a general static step is selected to consider static compression. In this case, the time of the simulation is too long, but the results are so reliable. To decrease the simulation time, in the second case, the dynamic simulation is used. This procedure can reduce simulation time. The general contact algorithm with contact property is applied to all contact domains. The perfect contact is assumed between the concrete core and the inner surface of the steel pipe and the outer surface of the steel pipe, and the outer concrete part.

Example 28: Analysis of the flexural behavior of reinforced concrete beams strengthened with ultra-high-performance-concrete
In this lesson, the analysis of the flexural behavior of reinforced concrete beams strengthened with ultra-high-performance concrete is studied. Strengthening of concrete structures has become very important not only for deteriorating concrete structures, but also for strengthening new concrete structural members so that they perform much better under service. Strengthening of concrete structures finds more applications, particularly in important structures such as power stations, nuclear plants, and marine structures, etc., which are economically and technically unfeasible for demolition except if the rehabilitation and strengthening techniques have failed to secure the needed performance. A more recent material developed and used for both repair and strengthening of RC structures is the ultra-high performance concrete (UHPFRC). The concrete beam and UHPC cover are modeled as three-dimensional solid parts. The bars and strips are modeled as three-dimensional wire parts. The Concrete Damaged Plasticity model is used for the concrete beam. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. The steel material with elastic-plastic behavior is selected for the strips and bars. The CDP plasticity model is implied for the UHPC cover, and its data are extracted from the reference paper. The general static step with some changes in the convergence model is used. The surface-to-surface contact with friction as a contact property between the concrete beam and rigid bodies is used. The bars and strips are embedded inside the concrete host.

Example 29: Modeling of the RC column with ultra-high-performance-fiber-reinforced-concrete under compression load
In this section, the modeling of the RC column with ultra-high-performance-fiber-reinforced-concrete under compression load is done. The next generation of concrete, Ultra-High Performance Fibre Reinforced Concrete (UHP-FRC), exhibits exceptional mechanical characteristics. UHP-FRC has a compressive strength exceeding 150 MPa, tensile strength in the range of 8-12 MPa, and fracture energy of several orders of magnitude of traditional concrete. The UHPFRC column is modeled as a three-dimensional solid part. The bars and strips are modeled as three-dimensional wire parts. Nonlinear behavior of concrete has been defined using a built-in concrete damage plasticity (CDP) model available in ABAQUS. The CDP model can be used to model the behavior of plain or RC under different loading conditions. The CDP model is selected because of several distinguishing features; it allows for separate yield strengths, strain rates, and damage parameters in tension and compression. Additionally, the CDP model provides an advanced representation of various concrete types using a set of adjustable parameters that can be measured experimentally. These parameters are used mainly to define the yield surface and flow rule in the three-dimensional space of stresses. The tension and compression damage parameters are used to predict the damage under the compression test. The general static step is appropriate for this type of analysis. The surface-to-surface interaction with contact property is used between rigid bodies and concrete columns. T

Example 30: Analysis of the four-point bending of an Ultra-High-Performance-Concrete beam with the steel beam core
In this case, the analysis of the four-point bending of an Ultra-High-Performance-Concrete beam with the steel beam core is done. UHPC possesses a compressive strength greater than 21.7 ksi (150 MPa) and a flexural strength greater than 0.72 ksi (10 MPa) at 28 days. The concept of UHPC was first developed by Richard and Cheyrezy and was produced in the early 1990s at Bouygues Laboratory in France. The mechanical properties of both plain and fiber-reinforced UHPC mixtures were proportioned using commercially available materials. The UHPC beam is modeled as a three-dimensional solid part. The steel beam, as a core, is modeled as a three-dimensional solid part. The Concrete Damaged Plasticity is used to model the UHPC beam. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. The material data is extracted from the reference paper. The steel material with elastic-plastic data and ductile damage criterion to predict damage during the bending process for the steel beam core is used. The general static step with some changes in the convergence model is implied. The surface-to-surface contact with friction as a contact property is considered between the rigid bodies and the concrete beam. The contact between the steel beam core and the concrete beam is considered a perfect or ideal contact.

Example 31: Simulation of the damaged concrete beam with initial residual stress reinforced with a CFRP sheet under bending load
In this lesson, the simulation of the damaged concrete beam with initial residual stress reinforced with a CFRP sheet under bending load is studied. The concrete beam is modeled as a three-dimensional solid part. The CFRP sheet is modeled as a three-dimensional shell part. In this tutorial, in the first analysis, the four-point bending process is done. The results are extracted as stress and damage to use in the second simulation as an initial situation for the damaged beam. In the second simulation, the results from the previous simulation are imported to the first increment in the new simulation. In the first analysis, the general static step with some changes in the convergence model is used. To use the output data of the first simulation, the output should be written as an output file for the second simulation. The load is applied to the two zones of the beam, and the boundary is assigned to the ends of the beam. After the first simulation, all results such as stress, strain, tensile, and compression damage are obtainable. In the second simulation, the CFRP sheet is added to the damaged zone of the first simulation, and the damage and residual stress are applied as an initial situation for the beam. The CFRP can improve the beam behavior in the damaged zone under the same or greater load.

Example 32: Modeling of the Axial Compression of Hollow-Core Square RC Columns Wrapped with CFRP
In this section, the modeling of the Axial Compression of Hollow-Core Square RC Columns Wrapped with CFRP is investigated. The concrete part is modeled as a three-dimensional solid part. The CFRP box is modeled as a three-dimensional shell part. The steel bars and strips are modeled as a three-dimensional wire part, and the rigid shell body is considered to apply the load. Wrapping FRP transversely with respect to the column’s axial axis was mostly used. FRP wraps provide considerable confinement pressure to the concrete core under compressive loads, delaying the crushing of concrete and buckling of longitudinal steel reinforcement, as a result, increasing the compressive strength and deformation capacity of the column. Hollow core columns having circular holes showed better performance as compared to columns having square holes. The Concrete Damaged Plasticity is used to model concrete behavior under compression load. The steel material with elastic-plastic behavior is used for the bars and strips. To model CFRP material, elastic data with lamina type and Hashin’s damage criterion are selected. In this tutorial, both static and dynamic simulations are done. In the static simulation, a general static step with some changes in the convergence model to avoid early non-convergence is used. The bars and strips are embedded inside the concrete column host. The perfect contact is assumed between the outer concrete surfaces and the CFRP box. The fixed boundary condition is assigned to the bottom sides of the column, and the displacement load to the rigid part. The mesh should be fine to obtain good results. In the static model, the time of the simulation is too long because of the failure and damage that occurred during the analysis, and it can be replaced with a dynamic analysis. In the second model, the dynamic explicit step with a mass scale is used. In the dynamic model, the failure can be obtained through the force-displacement diagram.

Example 33: Dynamic Compression Modeling of Concrete Columns Reinforced with CFRP Bars
In this case, the dynamic Compression Modeling of Concrete Columns Reinforced with CFRP Bars is done through a practical tutorial. The concrete column is modeled as a three-dimensional solid part. The CFRP bar is modeled as a three-dimensional solid part, and two rigid bodies, a supporter and a hydraulic jack, are used. To model concrete behavior and consider its damage, the Concrete Damaged Plasticity model is selected. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. To model CFRP bar behavior, an elastic model as an engineering constant type is considered. The dynamic explicit step to obtain the failure zone and maximum force capacity is used. The explicit step is more applicable in this simulation than the static solver because of the huge non-convergence that happens during the analysis. The general contact algorithm to consider all contacts in the contact domain with friction as a contact property is used. The interaction between the concrete and the CFRP bars is assumed as perfect or ideal contact.

Example 34: Analysis of the four-point bending of a concrete beam reinforced with steel bars and BFRP
In this lesson, the analysis of the four-point bending of a concrete beam reinforced with steel bars and BFRP is studied. The concrete beam is modeled as a three-dimensional solid part. The Basalt Fiber Reinforced Plastic(BFRP) is modeled as a shell part with four layers. The strips and bars are modeled as three-dimensional wire parts. Some rigid bodies are also used as a hydraulic jack to apply a load. The Concrete Damaged Plasticity is used to model concrete beam behavior. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. The steel material with elastic and plastic models is selected for the strips and bars. To model the BFRP composite, elastic data lamina type, and Hashin’s Damage criterion are used. Damage initiation refers to the onset of degradation at a material point. In Abaqus, the damage initiation criteria for fiber-reinforced composites are based on Hashin’s theory. These criteria consider four different damage initiation mechanisms: fiber tension, fiber compression, matrix tension, and matrix compression. The general contact capability, with some changes in the convergence model to avoid early non-convergence, is selected. The surface-to-surface contact algorithm is selected to define contact between rigid bodies and a concrete beam. The embedded region constraint is used for the steel bars and strips. The perfect contact is assigned to the interface zones between concrete and BFRP.

Example 35: Compression Test Modeling of Circular Concrete Columns With and Without Steel Reinforcement
In this section, the compression test modeling of circular concrete Columns with and without steel reinforcement is investigated. The concrete column is modeled as a three-dimensional solid part. The steel reinforcements are modeled as wire parts and two rigid bodies as the boundary zone and the hydraulic jack. Two separate analyses have been performed. In the first analysis, the compression test of the short concrete column without steel rebars is done. In the second analysis, the compression test with steel reinforcement is done. The force capacity is the aim of this simulation, and after the simulation, it can be obtained from two models. Concrete Damaged Plasticity is selected for the concrete model to consider concrete behavior. The model is a continuum, plasticity-based, damage model for concrete. It assumes that the two main failure mechanisms are tensile cracking and compressive crushing of the concrete material. To model steel behavior, elastic-plastic material data is used. The general static step for both analyses, with general contact to consider all contacts in the contact domain, is selected. The force capacity is compared between the two models, and the effect of the steel reinforcement to increase the force capacity is obvious. The maximum force for the column that contains steel reinforcement is much bigger than the column without that.

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Concrete Structure Analysis Package

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