Ultra High Performance Concrete Analysis and Simulation Package

Categories: Abaqus, Beam, Beam-column joint, Column, Concrete structure, Course, Crack, Earthquake and Seismic, Finite Element, Fracture & Failure Analysis, Impact Engineering, Structures, Ultra high performance concrete, Ultra high performance fiber reinforced concrete

Ultra-High-Performance-Concrete Analysis and Simulation Package

Peyman Karampour

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About Course

Introduction to Ultra High Performance Concrete (UHPC) Analysis and Simulation

Ultra High Performance Concrete (UHPC) is an advanced cementitious composite that significantly outperforms conventional concrete in terms of compressive strength, tensile capacity, toughness, and durability. With compressive strengths often exceeding 150 MPa, very low permeability, and high resistance to environmental degradation, UHPC has emerged as a material of choice for critical infrastructure, long-span bridges, high-rise buildings, and resilient structures.

This package includes 20 tutorials that cover all about UHPC analysis in Abaqus software, such as beam column, beam-column joint, slab, composite beam, composite column, low and high-velocity impact, bending, flexure, cyclic loading, explosion, damage, failure, and …

The superior performance of UHPC arises from its optimized granular packing, low water-to-binder ratio, and the incorporation of supplementary cementitious materials (SCMs), fine powders, and steel or synthetic fibers. This unique composition enables UHPC to exhibit quasi-ductile behavior, allowing it to resist cracking and sustain loads even after initial damage.

Given its complex material behavior, analysis and simulation play a crucial role in understanding, predicting, and optimizing UHPC performance. Numerical and computational modeling tools are used to study its behavior across multiple scales:

Microscale Analysis
- Models hydration, microstructure evolution, and fiber–matrix interaction.
- Techniques include molecular dynamics (MD), microstructural finite element modeling, and lattice discrete particle modeling.
Mesoscale Simulation
- Captures heterogeneity of UHPC by explicitly modeling aggregates, pores, and fibers.
- Provides insight into crack initiation, propagation, and bridging effects of fibers.
Macroscale Structural Analysis
- Treats UHPC as a homogenized material with advanced constitutive models.
- Applied in finite element analysis (FEA) for structural members (beams, columns, slabs).
- Useful for predicting load capacity, failure mechanisms, and long-term durability.
Multi-Scale and Coupled Simulations
- Link microstructure evolution to macroscopic performance.
- Address coupled phenomena such as creep, shrinkage, thermal effects, and durability under aggressive environments.

Through advanced simulation frameworks—ranging from finite element methods (FEM) and discrete element methods (DEM) to machine learning-assisted models—engineers and researchers can optimize mix designs, predict structural responses, and extend the service life of UHPC-based systems.

Course Content

Example-1: Analysis of the defected RC beam with sustainable aluminum boxes incorporating UHPC
In this lesson, the analysis of the defected RC beam with sustainable aluminum boxes incorporating UHPC is studied. The concrete beam, UHPC members, and aluminum boxes are modeled as three-dimensional solid parts. The steel reinforcements are modeled as wire parts. Building codes require shear reinforcement in concrete beams to prevent catastrophic and sudden shear failure. However, many existing beams might lack adequate reinforcement for various reasons, leaving them susceptible to this brittle failure mode. Consequently, repair or strengthening becomes crucial to restore their structural integrity and safety. RC beams can be strengthened through various techniques, each offering advantages and limitations. The externally bonded (EB) method, which involves bonding external steel plates or fiber-reinforced polymer (FRP) laminates/sheets to the beam’s surface to enhance its flexural and shear capacity, has been explored in several studies. While traditional methods exist for strengthening RC beams, their sustainability is concerning. Aluminum, with its eco-friendly attributes, presents itself as a promising alternative. However, research on using sustainable aluminum boxes and HPCs for shear strengthening of RC beams is scarce. Existing research mainly focuses on aluminum plates for flexural strengthening, highlighting issues like debonding and neglecting the potential of aluminum boxes. Furthermore, the combined application of aluminum and HPCs for shear strengthening remains unexplored. Addressing these gaps by investigating bonding mechanisms, shear performance, and compatibility with HPC is crucial for developing a sustainable and effective solution for shear-strengthening RC beams. This research gap presents a significant opportunity to contribute to the field of sustainable RC beam strengthening. To model normal and UHPC concrete in this simulation, 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 aluminum and steel members material data, the elastic-plastic model is considered. Both general static and dynamic steps are used to make a comparison between the two methods.

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Example-2: Modeling of progressive collapse of a reinforced UHPC frame
In this section, the modeling of progressive collapse of a reinforced UHPC frame is investigated. The UHPC frame is modeled as a three-dimensional solid part. The steel reinforcements are modeled as three-dimensional wire parts. Progressive collapse is defined by the American Society of Civil Engineers as a ‘‘spread of an initial local failure from element to element, resulting eventually in the collapse of an entire structure or a disproportionately large part of it”. The progressive collapse of structures can be the result of different types of abnormal loads, such as accidental overload, foundation failure, vehicular collision, design or construction error, and explosions. In this study, the commercial software ABAQUS-Explicit was used in the numerical analysis because it can simulate the non-linearity of different materials and problems of complex engineering applications, which are necessary for this work. The description of the concrete behavior is complex because of the non-homogeneous behavior. Many constitutive models are available in ABAQUS, and they can be used to define the non-linear behavior of concrete. Concrete Damage Plasticity (CDP) was used in the numerical models because it is the most common constitutive model among all models. This model can simulate the compressive and tensile strengths under external pressures by crashing and cracking, respectively. The material data for UHPC is extracted from the research papers. The static and dynamic procedures are selected. Steel reinforcements are embedded inside the UHPC frame.

Example-3: Simulation of the UHPC circular short CFST column under compression test
In this case, the simulation of the UHPC circular short CFST column under compression test is presented. The concrete core is modeled as a three-dimensional solid part. The steel tube is modeled as a three-dimensional shell part. CFST columns are considered an economical option for the composite structural members since most of the concentrically compressive force is carried by the concrete, which is cheaper than steel. Accordingly, further economies could be obtained by utilizing UHPC in CFST columns. The use of UHPC in CFST columns considerably decreases the cross-sectional size and thus saves the workspace area. However, the use of UHPC in CFST columns significantly reduces their ductility. The Concrete Damaged Plasticity model is used to define UHPC behavior. The elastic-plastic material with ductile damage criterion is used to model steel tube behavior under compression load. The general static step with some changes in the convergence model is selected. The general contact capability with the contact property is assumed to consider all contacts in the contact domain. The surface-to-surface contact with contact property or perfect(Ideal) contact can be used to define the interaction between the steel tube and the concrete core.

Exampe-4: Analysis of the elliptical UHPC-filled steel tabular column under compression load
In this lesson, the analysis of the elliptical UHPC-filled steel tabular column under compression load is studied. Elliptical concrete-filled steel tubular (CFST) columns have recently attracted significant attention because of their increased strength and stiffness compared with empty elliptical hollow sections. The UHPC core is modeled as a three-dimensional solid part. The steel part is modeled as a three-dimensional shell. Concrete-filled steel tubular (CFST) columns are frequently chosen as building members, bridge piers, transmission towers, and offshore structural elements owing to their high strength, stiffness, ductility, and energy absorption capacity. Circular or rectangular steel tubes are filled with concrete to form these composite columns. Elliptical CFST columns, a new form of composite columns, are made by filling concrete into the elliptical hollow steel tubular column. The Concrete Damaged Plasticity is used to model UHPC behavior. The data are extracted from the reference paper. The steel material is modeled as an elastic-plastic material with a ductile damage criterion. The general static step with some changes in the convergence model is implied. The ideal or perfect contact between the steel tube and concrete is used.

Example-5: Modeling of the four-point bending of the UHPC beam with a steel I-shaped beam core
In this section, the modeling of the four-point bending of the UHPC beam with a steel I-shaped beam core is investigated. 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 rigid bodies, as the boundary zone and hydraulic jacks, are modeled as rigid shell parts. 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-6: Flexural behavior of an RC beam strengthened with UHPC
In this case, the simulation of the flexural behavior of an RC beam strengthened with UHPC is presented. 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-7: Axial compression analysis of the Ultra High Performance Concrete column
In this lesson, the axial compression analysis of the Ultra High Performance Concrete column is studied. 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-8: Numerical simulation of a UHPC beam under four-point bending
In this section, the numerical simulation of a UHPC beam under four-point bending is investigated. 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.

Example-9: High-Velocity impact on the Reinforced-Ultra-High-Performance Concrete slab
In this case, the High-Velocity impact on the ultra-high-performance concrete slab is presented. The Ultra-High-Performance Concrete is modeled as a three-dimensional solid part, the embedded beam parts are modeled as a three-dimensional wire part, and finally, the steel projectile is modeled as a solid part. In recent modern structures, the UHPC slab is used because of its high compressive strength. The Concrete Damaged Plasticity Model (CDPM) was used for defining the two main mechanisms of concrete failure: tensile cracking and compressive crushing. The CDPM was fed stress-strain values in compression and tension, relying on the test compressive strength of concrete. The CDP model is not appropriate for the impact, especially high-velocity impact. To have proper behavior under high strain load, we should use a new material model for the UHPC, which is available from the input files as writing codes, or the vumat subroutine. For the steel bars and projectile, elastic-plastic behavior with the damage model, such as ductile and shear, is selected.

Example-10: Simulation of the UHPC beam-column joint under cyclic loading
In this lesson, the simulation of the UHPC beam-column joint under cyclic loading is studied. The UHPC beam-column joint is modeled as a three-dimensional solid part. The steel bars and strips are modeled as a three-dimensional wire part. 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 UHPC materiel data is used to model beam-column behavior under cyclic loading. The CDP model needs compression and tensile data separately. The elastic-plastic material model is used for the steel bars and strips. To model cyclic loading, a general step with some changes in the divergence model is selected, and the proper outputs are requested to obtain a hysteresis diagram in the visualization. The embedded region constraint is considered for the embedded bars and strips inside the concrete host. The fixed boundary conditions are assigned to the two top and bottom surfaces of the column, and cyclic displacement to the free surface of the beam by using a protocol.

Example-11: Analysis of the UHPC beam-column joint reinforced with steel angle and bolts
In this section, the analysis of the UHPC beam-column joint reinforced with steel angle and bolts is investigated. The Ulta-High-Performance-Concrete beam-column joint is modeled as a three-dimensional solid part. The steel bar and strips are modeled as three-dimensional wire parts. The steel angle, plates, and bolts are modeled as three-dimensional solid parts. Reinforced concrete (RC) moment-resisting frame structures are the most common building type worldwide, including Bangladesh. A huge amount of concrete is produced each year worldwide, and the demand for concrete is increasing. The constituents of concrete are available in several variations, especially for coarse aggregates. With the increasing demand for RC construction, the safety of such structures from seismic or dynamic load events is becoming more critical for the civil engineering community. To model the UHPC joint under normal and axial loading, the Concrete Damage Plasticity is selected. The concrete damage plasticity material model represents a constitutive model that is based on a combination of the theory of plasticity and the theory of damage mechanics. This material model is often used in solving geotechnical problems due to its realistic description of the mechanical behavior of concrete material. To model steel behavior for all metal members, the elastic-plastic behavior with damage properties is considered.

Example-12: Four-point bending of the UHPC slab reinforced with steel bars and GFRP sheet
In this case, the modeling of the four-point bending of the UHPC slab reinforced with steel bars and GFRP sheet is presented. The UHP concrete slab is modeled as a three-dimensional solid part. The steel bars are modeled as three-dimensional wire parts. The GFRP sheet with eight layers is modeled as a three-dimensional shell part. The rigid bodies, as supporters and force bodies, are modeled as a three-dimensional rigid shell. The Ultra-High-Performance concrete material, by using concrete damaged plasticity, is used to model concrete slab behavior under bending load. The steel material with elastic-plastic behavior is selected to model bars. The GFRP sheet is modeled as an elastic material with engineering constant data, and Hashin’s damage criterion is used to investigate the damage propagation during the bending test. The general static step with some changes in the convergence model to avoid early non-convergence is considered. The surface-to-surface contact with the contact property is used among the rigid bodies with the UHPC slab and the GFRP sheet. The steel bars are embedded inside the concrete host. The perfect contact is assumed between the UHPC slab and the GFRP sheet.

Example-13: Simulation of Stud Connected Steel-UHPC Composite Girders Subjected to four-point bending
In this lesson, the simulation of Stud Connected Steel-UHPC Composite Girders Subjected to four-point bending is studied. The performance of steel-concrete composite (SCC) girders for static and dynamic loads depends significantly on the force transfer mechanism at the interface between the steel beam and concrete. Stud stud-connected SCC girders consist of an effective mechanism to resist the shear force at the interface between the concrete slab and steel beam. Stud connectors significantly increase the shear resistance of the interface and hence assist in increasing the load-carrying capacity of the SCC girder through dowel action. The ultra-high-performance concrete part is modeled as a three-dimensional solid part. The steel beam and stud are modeled as three-dimensional solid parts. To consider the force body and boundary parts, rigid shell bodies are created. To model concrete material, UHPC material is used. The CDP damaged plasticity is considered for its use of compression and tension stress separately. The data for the UHPC are extracted from the reference paper. The steel material with elastic-plastic behavior, coupled with a ductile damage criterion to consider damage and failure, is used for the steel beam and studs. The static and dynamic solvers can be used for this type of simulation. The static simulation needs plenty of time, so the dynamic explicit is a better way to overcome this issue. The dynamic explicit step with a smooth step amplitude for the load is similar to a quasi-static simulation. The perfect or ideal contact is considered for the contact between the studs and the UHPC part. The surface-to-surface contact algorithm with contact property is applied to the other contacts in the contact domain. The fixed boundary condition is assigned to the two bottom rigid bodies and displacement with a smooth step to the two top rigid bodies.

Example-14: Three-point bending test analysis of the UHPC beam with CFRP pipe core
In this section, the three-point bending test analysis of the UHPC beam with CFRP pipe core is investigated. The concrete beam is modeled as a three-dimensional solid part. The CFRP pipe core is modeled as a three-dimensional shell part. The rigid body part is used as a force body. It is widely accepted that composite structures can contribute to a more effective and efficient structural system. In recent years, fiber-reinforced polymer (FRP) composite structures have found wide application in civil engineering. The characteristics of FRP include a high strength-to-weight ratio, high durability (especially corrosion resistance), and good installation properties. 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. To model Ultra-High-Performance concrete material, the Concrete Damage Plasticity model is used to consider both tensile and compressive behavior. To model CFRP composite material, the lamina elasticity and Hashin’s damage criterion are used to predict the damage during bending. The general static step with some changes in the convergence model to avoid early non-convergence is used. The perfect contact, instead of surface-to-surface contact, is assumed between the CFRP pipe and the concrete inner surface. The general contact algorithm with friction property is considered for all other contacts in the contact domain.

Example-15: Dynamic bending simulation of a UHPC beam reinforced with GFRP bars
In this case, the dynamic bending simulation of a UHPC beam reinforced with GFRP bars is presented. The Ultra-High-Performance concrete beam is modeled as a three-dimensional solid part. The cohesive layer as an interface between UHPC and GFRP bar is modeled as a three-dimensional solid part. The GFRP is modeled as a three-dimensional solid part, and the two rigid parts have been used to apply the load. To model UHPC material, the Concrete Damaged Plasticity model is used. This hardening model is used for both compression and tension data to simulate the UHPC behavior under dynamic bending load. To model the cohesive layer, the elastic data type, traction, and the traction-separation law to consider failure are used. To model GFRP behavior, the elastic data as an engineering constant is selected. The dynamic explicit step is appropriate for this type of analysis because of the large deformation and separation that happens during the bending between the UHPC and the GFRP bars. The general contact algorithm with friction as a contact property is selected to consider all contacts. The perfect or ideal contact is applied to the surface of the concrete and the cohesive layer of GFRP and cohesive layer.

Example-16: Compression test analysis of an encased steel-UHPC composite column
In this lesson, the compression test analysis of an encased steel-UHPC composite column is studied. The UHPC column is modeled as a three-dimensional solid part. The I-shaped steel column is modeled as a three-dimensional solid part. The steel bars and strips are modeled as three-dimensional wire parts. Composite columns are constructed with structural steel inside concrete or concrete inside structural steel. These are structural elements using a combination of steel shapes, pipes, or tubes with or without reinforcement and concrete to bear axial compressive loads or a combination of axial and bending moments on their own. All concrete and steel sections in the composite column withstand external loads by interacting with contact and friction. The composite column can bring economic benefits and handle large amounts of load with a smaller cross-section compared to control columns. The advantage is resistance to fire and corrosion among standard steel columns. Structural steel has characteristics like high strength, high ductility, and high stiffness, which are the best advantages for load carrying capacity. 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. The Concrete Damaged Plasticity is selected to define the UHPC material. The elastic-plastic material model coupled with the ductile damage criterion is used to define steel material behavior. The general static step with some changes in the convergence model is used. The general contact algorithm with friction behavior is considered for all contacts in the contact zones. The embedded region constraint is assigned to the bars and strips inside the UHPC host.

Example-17: Dynamic bending test of a composite panel(UHPC-NSC)
In this section, the dynamic bending test of a composite panel( UHPC-NSC) is investigated. The Ultra-High-Performance Concrete and Normal Strength Concrete are modeled as three-dimensional solid parts. The steel bars are modeled as a three-dimensional wire part. A shell rigid body is used as a hydraulic jack to apply the displacement in the load section. Recently, the use of ultra-high performance concrete (UHPC) for the rehabilitation and strengthening of reinforced concrete (RC) beams has been considered by researchers and engineers. The material properties of UHPC, such as super-high tensile and compressive strengths, ductility, and good durability, make UHPC attractive for various engineering structures, especially in bridge engineering. To model the UHPC and NSC behavior, the Concrete Damaged Plasticity model 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. To define steel bars, the elastic-plastic model is selected. The dynamic explicit step with the mass scale technique to reduce the time of the simulation and also reduce the inertia effect is used. The surface-to-surface contact with contact property as friction is selected to define the contact between the rigid body and NSC. The cohesive behavior with the damage model is considered to define the interaction between the UHPC and NSC interference surface. The embedded constraints are used for the steel bars inside the concrete host.

Example-18: Analysis of the curved steel–UHPC–steel double skin composite panel under bending load
In this case, the analysis of the curved steel–UHPC–steel double skin composite panel under bending load is presented. The UHPC panel is modeled as a three-dimensional solid part. The steel skins are modeled as three-dimensional shell parts. Steel–UHPC–steel double skin composite panels are structural elements that comprise two external steel plates infilled with a concrete core. For accurate modelling of the behavior of concrete, it is essential to adopt an appropriate material model to define the compressive and tensile behavior of concrete. There are several kinds of concrete models available for simulating the nonlinear behavior of concrete in the ABAQUS software. The Concrete Damage Plasticity model is used to define UHPC panel behavior under compression and tension loads. The Tensile and compressive damage is also used to show the crack propagation. The elastic-plastic model with ductile damage criterion is selected for the steel skins. In this tutorial, the static and dynamic solvers are used separately in two simulations. The differences between the static solver and explicit are negligible. The surface-to-surface contact algorithm with contact property is assigned to the contact zone between the rigid body and the top steel skin. The contact between UHPC and steel skins is considered as surface-to-surface contact in the static general model and general contact in the explicit model with cohesive behavior.

Example-19: Non-linear FE investigation of a subsurface UHPC tunnel with GFRP protection against internal blast
In this lesson, the non-linear FE investigation of a subsurface UHPC tunnel with GFRP protection against internal blast is studied. The increasing threat of blast loads on critical underground infrastructure has necessitated advanced protective measures for tunnels. Ultra-High Performance Concrete (UHPC) has emerged as an excellent material for blast-resistant structures due to its superior strength and energy absorption capacity. When combined with Glass Fiber-Reinforced Polymer (GFRP) protection, UHPC tunnels can exhibit enhanced resistance to internal explosions. Numerical simulations using the Coupled Eulerian-Lagrangian (CEL) method in Finite Element (FE) analysis provide an efficient way to model the complex interactions between blast waves, tunnel structures, and protective linings. The CEL approach is particularly suitable for blast simulations as it avoids excessive mesh distortion by treating the explosive and air as Eulerian materials while modeling the tunnel structure as a Lagrangian domain.This study contributes to the design of blast-resistant underground structures, offering insights into the performance of advanced composite materials under extreme loading conditions. The CEL-based FE approach provides a robust framework for future safety assessments of critical infrastructure

Example-20: Finite element analysis of hybrid jute/basalt fiber reinforced polymer confined UHPC column
In this section, the finite element analysis of a hybrid jute/basalt fiber reinforced polymer confined UHPC column is investigated. Ultra-High Performance Concrete (UHPC) is known for its exceptional strength, durability, and ductility, making it suitable for high-performance structural applications. However, to further enhance its load-bearing capacity and ductility under axial compression, confinement using Fiber Reinforced Polymer (FRP) composites has been widely studied. Hybrid natural-synthetic FRP composites, such as jute/basalt FRP, offer a sustainable and cost-effective alternative to traditional synthetic FRPs (e.g., carbon or glass FRP). Jute fibers provide eco-friendliness and low-cost reinforcement, while basalt fibers contribute to high strength and stiffness. Combining these fibers in a polymer matrix can optimize the mechanical performance of confined UHPC columns. By leveraging Abaqus, this research contributes to the development of eco-friendly, high-performance confined concrete structures with improved axial load capacity and ductility

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Introduction to Ultra High Performance Concrete (UHPC) Analysis and Simulation

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