Reinforcement Force Research Articles

Physical model investigation of a hybrid GRS integral bridge abutment under cyclic thermal stresses

GRS integral bridge abutments develop large lateral earth pressure on the facing during seasonal/diurnal thermal expansion/contraction, causing significant surface settlements. To mitigate these issues, researchers prefer the use of different kinds of facing to withstand lateral pressure in conjunction with reinforcing of backfill to reduce surface settlement. The present research investigates the performance of a hybrid integral abutment under lateral movement of the facing due to cyclic thermal expansion/contraction of the bridge deck through scaled down 1 g physical model tests. Using the optimized facing and reinforcement configuration, an integral abutment model was proposed and analyzed under varying rate of loading and different loading offsets for three displacement modes till 100 cycles of excitation. The assessment included the development of lateral pressure on facing, surface settlement, magnitude and location of peak reinforcement forces, followed by evaluating long-term performance in terms of permanent strains, stiffness degradation, and strain energy dissipation. The observations revealed that the proposed model having strong connection between the reinforcement and facing along with inclusion of secondary reinforcements along the entire height of abutment in the bearing zone exhibits rapid dissipation of accumulated strain energy, leading to a 48 % reduction in surface settlement under cyclic thermal stresses.

Tensile Forces Behavior on Longitudinal Reinforcement and CFRP Strips on Circular Hollow Reinforced Concrete Columns

Abstract Currently, there is not much research on strengthening structural elements with hollows. This manuscript presents the test results from twelve circular reinforced concrete column specimens strengthened with CFRP strips. This study focuses on the strain behavior of longitudinal reinforcement and CFRP strips due to high shear force intensity. Hollows in the cross-section are used to see the effect of voids on the column strain distribution. Nine specimens have a hollow cross-section with hollow diameters of 1.5", 2.5", and 3.5" for each of the three specimens. Meanwhile, the other three specimens have a solid crosssection. All specimens do not use stirrups to determine the contribution of concrete and CFRP strips to resist shear. Strain gauges are placed in certain positions to read the strain on the longitudinal reinforcement and CFRP strips. The test results are in the form of tensile forces and are then analyzed to obtain the movement pattern of tensile forces in the longitudinal reinforcement and CFRP strips. Numerical analysis using a fiber element model is used to obtain the strain in each reinforcement layer. The numerical analysis results were then compared with the test results and showed close results. Then, an equation for calculating the tensile force in CFRP strips is proposed. The proposed equation approximates the test results with an accuracy level of 90%.

Disturbance range characterization and reinforcement design method of concealed bedding slope

The concealed bedding slopes exhibit sudden and extensive failure characteristics, harboring significant safety hazards. It is crucial to employ rapid and accurate methods to determine excavation disturbance ranges and reinforcement forces to prevent such slope disasters. This paper first analyzes the failure characteristics of slope excavation to reveal the mechanism of slope failure. Secondly, a novel method was proposed to calculate excavation disturbance ranges and solve for active reinforcement forces. Thirdly, the rationality of the method was validated through numerical simulation experiments. Finally, the method was applied to engineering. The results are as follows:(1) Excavation induces plastic shear failure of structural planes first, and the strength of the structural plane will be reduced, resulting in extrusion shear deformation of the rock mass at the foot of the slope under greater unidirectional load along the structural plane, forming a shear sliding surface. (2) From both strength and deformation perspectives, a method for calculating disturbance ranges in excavated slopes is proposed. This method determines key indicators for analyzing two disturbance range factors: ultimate height and disturbance thickness. The disturbance range is divided into shear plastic zones and traction sliding zones. (3) An active reinforcement design method is proposed considering the timing, scope, and force of reinforcement. The disturbance thickness is used to determine the reinforcement range, while the ultimate height is used to determine the timing of reinforcement. Active reinforcement forces are calculated based on the equilibrium of forces and deformation amounts. (4) A comparison with the Finite Element Method (FEM) shows that during excavation, the disturbance ranges and reinforcement forces calculated using this method are slightly larger than those obtained from the FEM. The calculations are fast, and as the excavation height approaches the limit slope height, the disturbance thickness and horizontal deformations closely match the FEM results, ensuring safety. It can provide monitoring, early warning and reinforcement guidance for bedding slope construction.

Mechanical Behaviors of Polymer-Based Composite Reinforcements within High-Field Pulsed Magnets.

The development of pulsed magnets capable of generating magnetic fields exceeding 100 Tesla has been recognized as a crucial pursuit for advancing the scientific research on high magnetic fields. However, the operation of magnets at ultra-high magnetic fields often leads to accidental failures at their ends, necessitating a comprehensive exploration of the underlying mechanisms. To this end, this study investigates, for the first time, the mechanical behaviors of Zylon fiber-reinforced polymers (ZFRPs) within pulsed magnets from a composite perspective. The study begins with mechanical testing of ZFRPs, followed by the development of its constitutive model, which incorporates the plasticity and progressive damage. Subsequently, in-depth analyses are performed on a 95-T double-coil prototype that experienced a failure. The outcomes reveal a notable reduction of approximately 45% in both the radial and axial stiffness of ZFRPs, and the primary reason for the failure is traced to the damage incurred by the end ZFRPs of the inner magnet. The projected failure field closely aligns with the experiment. Additionally, two other magnet systems, achieving 90.6 T and 94.88 T, are analyzed. Finally, the discussion delves into the impact of transverse mechanical strength of the reinforcement and axial Lorentz forces on the structural performance of magnets.

Method of Stress Field and Stability Analysis of Bedding Rock Slope Considering Excavation Unloading

The stress state of a slope and its analytical solution are prerequisites for stability analysis. Currently, the limit equilibrium method cannot consider the stress state of slopes, and the solution of bedding slope stress remains in numerical simulations for a long time. In this paper, based on the theory of the elastic stress solution of the wedge top under a concentrated load, the analytical solution of the stress field was obtained using Matlab programming. Unloading stress analysis method (USAM) for determining the sliding surface of the bedding rock slope, safety factor (Fs), and reinforcement forces (Fr) were proposed. The USAM is compared with the Limit Equilibrium Method (LEM) and Finite Element Method (FEM) in terms of the Fs, Fr, sliding surface position, and sliding surface stress. The results show: 1) The analytical stress of the slope can be obtained quickly and conveniently using the USAM, while subsequent programming helps in faster completion of the stability evaluation of the bedding rock slope. Fs, Fr, sliding surface position, and sliding surface stress are all close to the results obtained by the FEM. 2) The USAM is more suitable for analyzing slopes when the angle between the slope surface and structural plane is greater than 20° (θ > 20°) and the slope angle is greater than 45° (β > 45°). 3) Through the analysis of specific engineering cases, the safety factor calculated by USAM are 0.06 and 0.02 larger than those obtained by LEM and FEM, respectively, and the required reinforcement force for the slope is closer to that obtained by FEM. The novel stress and stability analysis method allows for the rapid evaluation and optimal engineering design of bedding rock slope.

Experimental and numerical study on shear behavior of shear pockets between ultra-high-performance and normal concrete for precast girder bridges

Ultra-high-performance concrete (UHPC) has been widely utilized in precast bridge girders as a new material to reduce structural self-weight and improve constructional efficiency. Typically, UHPC and normal concrete (NC) are implemented to construct precast girders and deck, respectively, and cast-in-place shear pockets are used to connect these two. However, these shear pockets are vulnerable components that affect the integrity of UHPC-NC bridge superstructure. Thus, to comprehensively and deeply investigate the shear performance of shear pockets, a push-off test on block specimens and a bending test on a scaled bridge superstructure are conducted in this study. In addition, A refined finite element model (FEM) is proposed for UHPC-NC interface, which incorporates the effects of cohesion, dowel action of reinforcement and frictional force. The accuracy of the proposed FEM is validated against experimental data. Besides, the code equations are evaluated by push-off test results. The push-off test results verify that reinforcement across the interface plays a critical role in enhancing the shear strength between UHPC and NC, and NC is a weak region for the UHPC-NC interface, which should be paid much attention when designing. The experimental and numerical results of the bending specimen indicate that NC deck and UHPC girder connected by shear pockets with shear reinforcement can satisfy the performance requirements of a bridge girder, showing satisfactory integrity for UHPC and NC members under flexure. Furthermore, design equations specified in ACI318R-19, AASHTO, MC-10 and Eurocode 4 can provide a satisfactory prediction of shear strength at UHPC-NC interface, as demonstrated by comparing with experimental results.

CALCULATION MODEL OF A MULTI-STOREY REINFORCED CONCRETE FRAME WITH COMPLEXLY STRESSED BEAMS UNDER ACCIDENTAL IMPACT

A computational model is presented for determining deformations in complexly stressed beams of a structurally non-linear reinforced concrete frame in a transcendental state caused by a special emergency action in the form of a sudden removal of one of the structural elements. The determination of the stress-strain state after the formation of spatial cracks in the reinforced concrete elements of the frame was carried out using the calculated spatial section. At the same time, dynamic additional loads in the design section of the reinforced concrete frame element from a special impact are determined on an energy basis using the “bending moment-curvature” and “torque-angle of rotation” diagrams. The considered calculation algorithm includes the determination of forces in compressed concrete, longitudinal and transverse reinforcement for primary and secondary design schemes and verification of special limit state criteria. The results of a numerical analysis of the effect of cracking, the ratio of torque and bending moment on the stress state in transverse and longitudinal reinforcement and on the dissipative properties of a frame structural system are presented

Mathematical modelling of the mechanical response of geosynthetic‐reinforced and pile‐supported embankments

AbstractPiled foundations are commonly employed to reduce settlements in artificial earth embankments founded on soft soil strata. To limit the number of piles and, consequently, construction costs, popular is the use of geosynthetic reinforcements laid at the embankment base. Nowadays, the complex interaction between geosynthetics, piles and soil is not yet fully understood and, in the scientific literature, simplified displacement‐based approaches to choose reinforcements, pile diameter and spacing are missing. In this paper, the authors, starting from the critical analysis and theoretical interpretation of finite difference numerical results, introduce a new mathematical model to rapidly assess both (i) differential/average settlements at the top of the embankment and (ii) maximum tensile forces in the basal reinforcement. The model, conceived to reproduce the response of a pile belonging to the central part of the embankment, is the result of an upscaling procedure based on a suitable sub‐structuring of the spatial domain (an axisymmetric unit cell) and on the concept of plane of equal settlements. For the foundation soil, drained conditions are considered, the pile skin roughness is disregarded, and piles are assumed to get the rigid bedrock. As generalised kinematic variables average and differential settlements are employed, whereas as generalized static ones the embankment height and the geosynthetic axial force. The model is validated against field measurements (where layered foundation soil and pile caps are included) and an application example of the model, used as a preliminary design tool in a displacement‐based perspective, is finally provided.

Seismic coefficients for pseudo-static analysis of wrap-faced GRS walls with nonlinear soil fills

Pseudo-static seismic design procedure for Geosynthetic Reinforced Soil (GRS) walls includes the selection of a suitable horizontal seismic coefficient for external and internal stability analysis. The present guidelines for the seismic design of GRS walls have been mostly adopted from studies performed on conventional retaining walls. Hence, it is required to study the seismic response of GRS walls. In the present study, a finite element (FE) model of a wrap-faced GRS wall was developed in OpenSees. It was analysed for multiple earthquake time histories to study the variability in earthquake characteristics. The shaking level was also varied from 0.12g to 0.48g to consider the nonlinear response of backfill soil. The acceleration response and dynamic earth pressure increment in the wall were observed to increase with the shaking level but at a lower rate for higher shaking levels. The reinforcement force increments under seismic loading also showed a similar response. The internal failure plane in the GRS wall was slightly inclined, although not completely aligned with Rankine's active failure plane. Seismic coefficients are recommended for wrap-faced GRS walls as a function of PHA. The coefficients were calibrated using the maximum earth pressure and reinforcement forces obtained from FE analysis. The effect of reinforcement stiffness is also incorporated in the recommendation for internal stability analysis. A seismic coefficient greater than PHA is suggested at low shaking levels. It is in direct contrast to many previous studies as the coefficients are calibrated considering the maximum force demand in the GRS wall. Force-based designs need to consider the applicability of maximum earth pressure and reinforcement forces in the GRS wall, which can cause either external or internal instability in the wall. While at higher PHAs, the seismic coefficient should be almost constant to provide reliable estimates of earth pressure and reinforcement forces.

Simplified shear equation of deep concrete beam considering orientation effect of opening and mechanical properties of fibre-concrete interface

In the present era of technology, the design of structural deep concrete beams is highly modernized through the use of computer-aided tools. However, theories for such design are the paramount aspects to be understood particularly when the beam has openings. To improve the mechanical properties of the deep beam with openings, recycled tyre steel fibres are required. To estimate the bond strength of the fibre-concrete interface, the concrete shrinkage strains for fibre lengths 30, 50 and 60 mm with a content of 0.5% were considered. To mitigate the conservativeness of some available shear models and improve the design of deep beams, the simplified shear equation model was developed. The model was established using a simplified compressive stress block, forces in steel reinforcement and shear stress at the fibre-concrete interface. The combined effect of opening height and length was also considered in the model. The results show that incorporating fibres in concrete increase the shear performance of deep concrete beams with openings due to high strains in the shear zone indicating high loads being transferred. For instance, beam BS2 had a strain of 0.0153 in the lower load path compared to 5.6 × 10−5 for beam BC2 There was a good correlation between measured and proposed shear capacities with t-test values of 0.46, 0.996 and 0.003 for beams without fibres, and with fibres and mesh respectively. Results also showed the model shear equation performed better compared to other equations with mean absolute error (MAE) and coefficient of variation (COV) of 9.3 and 18.9%, respectively for the control beams with openings. The model also showed a mean absolute error (MAE) and coefficient of variation (COV) of 11.6 and 7.4%, respectively for the beams with fibres. The COV and MAE for the proposed model were small than those in the database, therefore, the proposed model can provide the precise design of deep concrete beams with openings and fibres.

Responses of Structural Components of a Full-Scale Nailed Retaining Structure under the Influence of Surcharge Loading and Nail Head Configuration: A Numerical Study

Soil-nailing is a simple and economical method of stabilizing cut slopes and retaining excavation. Most of the soil-nailing related studies, in particular the experimental work, were conducted in idealized or homogeneous ground, but such a result might not necessarily be representative. Thus, for a more representative study, instead of treating the ground as homogeneous it should be treated as a system of horizontal layers. This study assessed the performance of a full-scale nailed retaining structure for a foundation pit of a 20-storey building through a series of numerical analyses. The influence of full-face facing thickness, nail head geometrical configuration (size and thickness) and surcharge loading on the response of the structural components of the soil-nailing system adopted is the main concern. The results were evaluated in terms of axial force, shear force and bending moment of the structural facing element and the horizontal displacement of the soil retained behind the facing element. In both cases, the distribution of nail axial (tensile) force in each nail reinforcement was also compared and evaluated. It was found that the thickness of full-face facing affected the facing shear force and bending moment, while the surcharge loading influenced the facing axial force and the horizontal displacement of the retained soil and that the magnitude of the axial force registered at the fixed end was governed by the size of the discrete nail head.

An issue in the current definition of the factor of safety for rock slopes and suggestions for improvement

To evaluate the stability of a rock slope a common practice is to calculate the factor of safety by dividing the driving forces on the resisting. Hoek and Bray [1] proposed a formula for the calculation of the factor of safety FS for rock slopes reinforced by pre-tensioned bolts and anchors, so-called active support devices. The formulas have been used worldwide for active support of rock slopes in the past 40 years and are also incorporated in different rock slope stability software. The reinforcement force of the active support is in the formula considered a negative driving force. On the other hand, for passive support, referring to reinforcement by non-tensioned bolts and anchors, the reinforcement force is counted as an additional resisting force in the calculations. In this paper, the two definitions to the factor of safety are examined with the help of an example of simple block equilibrium, which demonstrates issues regarding the formula for active support. It is concluded that the reinforcement force should always be counted as a resisting force in the calculation of the factor of safety regardless it is active or passive support. Concepts of factors of safety for shear failure and collapse are proposed and verified with a calculation example.

Effect of a two-tiered configuration on the seismic behaviour of reinforced soil walls

Shaking table tests were performed on reduced-scale models of integrated and two-tiered mechanically stabilised earth (MSE) walls to evaluate the effect of a tiered configuration on the seismic behaviour of metal-strip and geogrid reinforced soil walls. The results showed that, although inextensible reinforcements could reduce the fundamental period, acceleration amplification and lateral deflection and improve wall stability, these benefits declined with the use of a tiered configuration and gradually faded with an increase in the offset distance. This made changing the degree of extensibility a low-impact factor in two-tiered MSE walls with a sufficiently large offset distance (D > (0.4–0.5)H). In order to benefit from the advantage of a tiered configuration, it was found that 0.22H should be considered as the minimum offset distance. The findings indicated that preventing the development of a slip surface in the lower half of the wall, improving the seismic stability by increasing the failure threshold acceleration, mitigating acceleration amplification and decreasing the reinforcement load were the main advantages of a tiered configuration. Moreover, it was concluded that the Mononobe–Okabe method could be used to find the upper bound for estimating the reinforcement forces in two-tiered MSE walls.

Shear strength estimations and shear designs on RC beams with limited ductility by FL and FIL methods

In this study, a fuzzy logic model was constituted by using the Fuzzy Logic (FL) method, which is one of the traditional artificial intelligence (AI) methods, in order to estimate the shear strength of reinforced concrete (RC) beams with limited ductility. In this model, beam width(bw), beam height(h), characteristic concrete compressive strength(fck), transverse reinforcement diameter(T), the number of arms bearing the shear force of the transverse reinforcement(n) and transverse reinforcement spacing(s) were taken into account as variable parameters. The model developed by using the problem data containing the solutions of shear force strength of 2640 beams with different cross-section properties were tested with 480 beam solutions different from these data. In the tests of the developed FL model, maximum percentage error, minimum percentage error, average percentage error and correlation coefficient values were obtained as 3.604, -0.091, 1.514 and R2=0.999678. By applying the fuzzy inverse logic method (FIL), which was recently developed by the author of this study, on the FL model, which is seen to have been developed quite sensitively from the test results, a total of 521 designs were obtained for 15 different RC beams with limited ductility subjected to shear. In order to check the accuracy of these designs, after shear strengths were obtained by conventional computations for these designs, % error and correlation coefficients were computed between the obtained strength values and the shear force values taken into account for the design. The promising results show that the FIL method can be used in the design of RC beams under shear force and even in other scientific studies such as design, optimization and control.

Analysis and Full-Scale Testing of New MASH TL-4 Bridge Rail for William P. Lane, JR. Bridge, Annapolis, MD

The purpose of this project was to analyze and test a new combination concrete and metal bridge rail for the William P. Lane (WPL) Bridge over the Chesapeake Bay east of Annapolis, Maryland, U.S., to Manual for Assessing Safety Hardware (MASH) Test Level 4 (TL-4) specifications. The new combination bridge rail is 50 in. in height and anchors to an 8 in. thick segmental precast concrete deck. The bridge rail was anchored to the deck using widely spaced 1 in. diameter bent anchor bolts that were cast into the concrete parapet sections. The length of the parapet and deck sections were approximately 150 ft. The deck sections were constructed with tongue and groove joint connections. The single tube metal rail, which bolted to the top of the concrete parapet sections, was anchored to the concrete using conventional cast in place anchor bolts. The transverse reinforcement in the deck, in the immediate area of the MASH TL-4 impact, was instrumented with strain gages to measure the strain and force in the transverse deck reinforcement. In addition, load cells were applied to the 1 in. diameter anchor bolts in the parapet to measure the anchor forces from the MASH TL-4 impact. This paper summarizes the results from the bridge rail analyses, measured forces in the transverse deck reinforcement and anchor bolts from the crash loads, and the results from the full-scale testing program. The new combination bridge rail performed very well with respect to the MASH TL-4 specifications. Details of the design and testing of the combination bridge rail are provided in this paper.

Simulating mechanical response of GRS walls with different construction methods

GRS walls are constructed using a variety of fascia such as modular blocks, full height panels, Gabions, etc., which involves different construction sequences. The simulation of construction sequence is important in numerical modeling for understanding the evolution of deformation profiles and reinforcement forces with different fascia and corresponding construction methods. In this study, detailed Finite Element modeling of the GRS wall using OpenSEES as a numerical tool is presented. It includes discussion on the steps involved in simulating construction methods of wall with block and full height panel fascia along with their impact on overall response. A simple staged construction technique is adopted in simulation. The issues and techniques involved in the simulation of staged construction sequence and compaction stresses are explained. The considerable effects of construction sequence and modeling simplifications on deformation profile and reinforcement force distribution are discussed in detail.

Two mechanisms in reinforced soil structures subjected to seismic forces

Internal stability analysis of reinforced soil structures assumes different failure surface generally applicable to geosynthetic reinforcement and steel reinforcement, considering those as extensible and inextensible, respectively. The same assumption is applicable to seismic design too. However, a wall reinforced with geosynthetic reinforcement of high stiffness or small spacing and comparatively rigid facia can depict behaviour similar to walls reinforced with inextensible reinforcement. It is imperative to understand this behaviour and see applicability of different mechanisms depending on relative extensibility of reinforcements during seismic loading. A 2D Finite Element model of a wrap-around reinforced soil structure is developed in OpenSees and subjected to seismic forces. Analysis is focused on the development of failure plane, defined on the basis of the locus of maximum reinforcement forces. The reinforcements with low stiffness in general showed a failure plane that follows Rankine’s active condition and with relatively high stiffness it showed roughly vertical failure mechanism. The locus of maximum reinforcement forces was also observed to be coincident with the zone of localized shear strains. These observations are useful in developing guidelines for safe and economical seismic design of reinforced soil structures.

The first step toward the success of the Korean risk management framework (KRMF)

The risk management framework (RMF) applied by the United States combines the concepts of information security and risk management in the product development process. This includes the systematic structure of equipment, parts, other construction systems, facilities, and personnel, as well as the related security of cyberspace. This concept has been a concept that has been systematically applied for the completion of information security from the requirement planning stage to the destruction of the weapon system. The RMF, which should be reflected in the project of power enhancement to ensure the perfect performance of the weapons system that our military will use in the future, is unfamiliar to Republic of Korea Army (ROK). RMF is a step-level field that has not yet been based on detailed research and measures in any ROK military, such as the Army, Navy, and Air Force. However, the USFK, which is stationed in the Republic of Korea during peacetime, and the United States’ wartime reinforcement forces [Flexible Deterrence Option (FDO), Force Module Package (FMP), Time Phased Forces Deployment Data (TPFDD)], which are deployed at the request of the CFC Commander in the event of a crisis situation on the Korean peninsula and under the direction of the Joint Chiefs of Staff, are thoroughly prepared for cyber threats by applying the RMF procedure. Therefore, the military should also create and apply the corresponding procedures during combined and joint operations as soon as possible. This study aims to provide a direction for the development of a categorization system, which is the most basic and important step 1 system in the RMF process, and I hope that it will help in the implementation of the Korean Risk Management Framework (KRMF) that should be applied in the future.

Feasibility Study on the Bamboo Grid Instead of Geogrid for Soil-Rock Mixture Subgrade Reinforcing.

To promote the application of the bamboo grid in the soil–rock mixture subgrade in mountain areas, the mechanical properties of bamboo reinforcement were investigated in this study, and the reinforcement effect and interface characteristics of uniaxial/biaxial bamboo grid on the soil–rock mixture under different vertical loads was comparatively analyzed. The results show that the tensile force (2% elongation) of the bamboo reinforcement is 50.21 kN/m, and its average tensile strength is 236.01 MPa. Moreover, bamboo reinforcement has excellent shear and flexural properties. In general, the reinforcement effect of the biaxial bamboo grid on the soil–rock mixed subgrade is better than that of the uniaxial bamboo grid. In the case of using a uniaxial bamboo grid, its pull-out curve is generally a strain-softening type. As for the biaxial bamboo grid, due to the existence of bite force, its pull-out curve usually presents a strain-hardening type. Compared with the uniaxial bamboo grid, the friction coefficient of the reinforcement–soil interface using the biaxial bamboo grid is higher, and the interfacial shear stress is increased by 72.2–91.2%.

Analysis and Design of R.C.C T-Beam Bridge Superstructure by using Different Codes & Load Combination for Performance Assessment

This study summarized comparative design and analysis of RCC T-Beam Bridge superstructure for Different Codes i.e., Indian Road Congress (IRC) codes and American Association of State Highway Transportation Officials (AASHTO) Specification Load Combinations for varying span length. The several codes are used to design the bridges. IRC 21-2000 used for designing bridges by working stress method (WSM), also IRC: 112-2011 introduced by Indian Road Congress for RCC and Pre- Stressed bridges by limit state method (LSM). Both the codes have different guidelines and procedure for design of bridges. This study based on IRC 112-2011 (LSM) and IRC: 6- 2017 is used for load considerations. In which this analysis depends on the analytical modelling by Finite Element Method (FEM) for in STAAD-Pro software and comparing the structural parameter Bending moment, Shear Force, Deflection and Area of Reinforcement for different girder span length 16M, 20M, 24M as per the IRC and AASHTO code. Class A & Class 70R consider from IRC 6-2017 and HS93 is the vehicular loading consider from AASHTO. Form the analysis understanding suitability design technique and the behavior of two-lane carriage way width of T- Beam bridge superstructure under different loading condition and by using different code and comparing the result, conclusions will be made that up to what extents similarities between both standards. Keywords: IRC: 21-2000, IRC: 112-2011, AASHTO (LRFD), STAAD-Pro.