Unsupported Span Research Articles

Static Bending Mechanical Properties of Prestressed Concrete Composite Slab with Removable Rectangular Steel-Tube Lattice Girders

In recent years, with the development of building technology, the Chinese construction industry has begun to gradually promote the prefabricated buildings to save on construction costs. Among them, composite slabs, as essential components of prefabricated buildings, have been widely used by designers mainly in favor of their low cost. However, is it possible to further reduce the cost without affecting the quality? Researchers think so if the operation cycle of support from the bottom of composite slabs can accelerate and the mechanical properties of their bottom plate can be optimized. To prove this hypothesis, researchers proposed a new type of prestressed concrete composite slab with removable rectangular steel-tube lattice girders (referred to as CDB composite slabs), whose bottom plate consists of a temporary structure composed of a prestressed concrete prefabricated plate and removable rectangular steel-tube lattice girders. Through static bending performance tests on three prefabricated bottom plates and one composite slab, researchers measured corresponding load-displacement curves, load-strain curves, crack development, and distribution, etc. The test results show that the top chord rectangular steel tubes connected to the bottom plate concrete through web reinforcement bars significantly improve the rigidity, crack resistance, and load-bearing capacity of the bottom plate and possess better ductility and out-of-plane stability. The number of supports at the bottom of the bottom plate is effectively reduced, with the maximum unsupported span reaching 4.8 m. Beyond 4.8 m, only one additional support is needed, and the maximum support span can be up to 9.0 m, which provides space for cost reduction. The cooperative load-bearing performance of the prefabricated bottom plate and the post-cast composite layer concrete is good. The top chord rectangular steel tubes are easy to dismantle and can be reused, which reduces the steel consumption by about 24% compared to that used for the same size of ordinary steel-tube lattice-girder concrete composite slabs. It can greatly decrease the cost. In conclusion, the results have shown that the new method researchers proposed here is practically applicable and also provides great space to save on financial costs.

A Study on the Results of Risk Analyses Applying the Concept of Rock Mass Stand-Up Time for Underground Mining Sites

Throughout all the countries in the world, including Vietnam, nations with well-established mining industries have undertaken extensive research on the stability of rock masses when constructing underground tunnels in varied geological conditions. The present study aims to provide a comprehensive overview of the risk assessment related to rock masses during the construction of pit lines in mining operations. Consequently, the standing time of unsupported tunnels is assessed based on different values of the strength index and deformation characteristics of the rock mass. The objective was to perform both experimental and theoretical investigations to analyse how the stand-up time of rock masses surrounding a tunnel affects the unsupported span. The analyses were based on considering the rock parameters, including strain modulus; geological strength index; and allowable displacement values, and consideration of hereditary creep properties. By examining tunnels excavated in rock strata, it was concluded that varying geological strength index values resulted in distinct creep behaviour in the surrounding rock masses. Thus, it was reasonable to compute the unsupported span and stand-up time of tunnels. The research revealed that permissible displacements are significantly influenced by the types of rock materials surrounding the tunnel structure. Recognising the significance of time, the authors introduce a more practical interpretation and evaluation of the stability of rock masses, thus enhancing the precision of commonly available models.

History of creation and reconstruction of the Grand Sports Arena of the Luzhniki stadium

Introduction. The paper presents the process of renovating the roof over the Grand Sports Arena (GSA) of the Luzhniki Stadium from its construction to the present day. It demonstrates the modifications in the roof over the GSA stands, including three reconstructions of the stadium, which were carried out for various reasons during the 65-year history of the stadium.Aim. To describe the process and peculiarities of erecting the roof over the arena stands and creating a stadium that meets the requirements of the International Football Federation (FIFA) for stadiums hosting the opening and final matches of the FIFA World Cup.Materials and methods. The study involved methods for creating a unique large-span steel roof of a dome type with the largest unsupported span (310 m) for structures of this class. The paper describes the process of designing and testing a large-size model and a specially made model in a wind tunnel to determine the snow and wind loads. The process of erecting the roof, assembling the outer support contour, and lifting it on the columns is shown in detail. The process of assembling the inner contour is described. Its perimeter accounts for about 600 m, and its weight is 4500 tf. After assembling, the inner contour was lifted to the design level at approximately 50 m within three days. After that, curved beams were installed between the outer support and inner contours with ring trusses in between. A translucent roof made of polycarbonate panels was installed on the dome frame for the first time in the construction practice of Russia. This was the second reconstruction of the roof. The first one was arranged for the 1980 Summer Olympics in Moscow. The third reconstruction of the roof was carried out to meet the strict requirements of FIFA. The reconstruction involved dismantling old stands and building new ones. The roof over the stands became 17 meters closer to the field, and its area was increased to protect the spectators from atmospheric precipitation. Measures were taken to ensure the bearing capacity of the existing large-span roof during the stadium renovation.Results. The reconstruction of the Grand Sports Arena of the Luzhniki Stadium was developed designed and implemented. The reconstructed arena was recognized by UEFA (Union of European Football Associations) as one of the best stadiums in the world and received “Elite” qualification.Conclusion. The principles of reconstruction of a large-capacity stadium on the example of the renovated Grand Sports Arena of the Luzhniki Stadium can be used to meet the requirements of FIFA in other arenas with stands for at least 80,000 spectators.

Application of geodetic methods for preventing emergencies in the construction and operation of buildings and structures

Introduction. The paper describes distortions of geometry in buildings and structures under construction as well as those already commissioned, which increase the risk of an emergency. The paper also shows the reasons for controlling the geometry for its compliance with design form and stability, as well as possible impact of deviations in the design geometry on adjacent buildings and structures.Aim: to analyze and describe the application of geodetic methods for preventing emergencies in the construction and operation of buildings and structures.Materials and methods. The paper presents methods and techniques for measuring the deformations of buildings using modern robotic tacheometers, inclinometers, satellite equipment, as well as hydrostatic leveling, in order to obtain reliable and valid parameters of the deformed state of building structures under both static and dynamic effects on the building or structure.Results. The paper explains the operating principles of measuring systems using automatic geodetic monitoring systems. The authors describe the process of determining displacements and deflections during the erection of large-span shells of unique buildings. These include the steel framed dome of the Luzhniki Stadium in Moscow, Russia, which has the largest unsupported span for structures of this class (310 m), large-span transformed shell of the Gazprom Arena Stadium in Saint Petersburg, and large-span shell of the Kazan Arena Stadium in Kazan, Russia. Deflections and displacements of the reference points of the steel pyramid were determined for the Opening Ceremony at the Kazan Arena Stadium. The paper also presents the methods for determining the parameters of deformations during the construction of the Rhythmic Gymnastics Center in Luzhniki, metro lines in Moscow, and Kashirskaya–Karacharovo section of the Moscow ring railroad. Measurement methods have been developed and implemented for all these facilities.Conclusion. The above measurement methods are successfully used to determine horizontal displacements and deflections for monitoring the deformations of buildings and structures, which increases their reliability and safety during construction and operation.

Assessment of Impact to Buried Pipelines due to Tunneling-Induced Settlement

Tunneling in urban environments is challenging due to the number of pipelines to cross, which may adversely impact the pipelines due to tunneling-induced ground settlement. An adequate vertical separation distance between the bottom of the pipeline and tunnel crown is not always possible, and a minimum volume loss may be difficult to achieve due to subsurface conditions encountered and tunneling methods available. Therefore, the impact to the existing pipelines from tunneling needs to be assessed to mitigate the risk. Considering gap formation beneath the existing pipeline explicitly and a limiting overburden loading acting on the pipeline, this study proposes a design-oriented analytical approach to estimate the upper bound of the maximum bending moment of the pipeline induced by tunneling. A dimensionless quantity, namely, the overburden loading factor defined as the ratio of overburden loading and the minimum required loading to eliminate the gap, is introduced to evaluate the extent of gapping, by which gap formation can be predicted. The effect of pipe-soil interaction, which reduces the maximum bending moment in the pipeline, is considered by conducting nonlinear Winkler-based finite element analyses with varying stiffness factors. The design chart and table are presented to provide a more accurate estimation of the maximum bending moment, especially for greater stiffness factors. It is demonstrated for small overburden loading and stiffness factors, i.e., wider gaps, a perpendicular crossing may not always be the worst-case scenario. As illustrated by the partially supported beam model, the effect of the increase in the unsupported span is greater than the effect of the reduction of the curvature of the settlement trough for these cases. Design examples are provided to demonstrate the analytical procedure step-by-step, and a comparison with previous studies is made. It is demonstrated with reasonable conservatism for small to moderate stiffness factors, the proposed design-oriented analytical approach can straightforwardly predict the maximum bending moment in pipelines.

Inverse Analysis for the Convergence-Confinement Method in Tunneling

For the safety of tunnel excavation, the observation of tunnel convergence not only provides a technique for assessing the stability of the surrounding ground, but also provides an estimate of the constitutive parameters of geological materials. This estimation method belongs to an inverse algorithm process called the inverse calculation method (ICM), which utilizes the incremental concept in the convergence-confinement method (CCM) to solve the support-ground interaction of circular tunnel excavation. The method is to determine the mathematical solution of the intersection of the two nonlinear curves, the support confining curve (SCC) and the ground reaction curve (GRC) in the CCM by using Newton’s recursive method and inversely calculating the unknown parameters. To verify the validity of the developed inverse algorithm process, this study compares the results of the ICM with those of the published articles. In addition, the modulus of rock mass and unsupported span are inversely deduced using the values of convergence difference measured in the practical case of railway tunnels.

Construction strategies for a NATM tunnel in São Paulo, Brazil, in residual soil

Due to the fast growth of urban areas worldwide, the demand for tunnels in developed areas is increasing. The design and construction of those tunnels are complex because of their shallow depths and their interaction with existing aboveground and buried structures, which results in rather limited allowable ground deformations induced by the tunnel excavation and support. In tropical regions, residual porous soils near the surface are common. Those soils are highly deformable; thus, tunneling may induce large ground deformations that may damage nearby structures. The new Austrian tunneling method (NATM) and the sprayed concrete lining (SCL) technique are being widely employed in several big cities in tropical regions, but little research has been conducted to assess the induced ground deformations in residual soils, common in tropical areas. This paper provides insight into this issue. A well-documented metro tunnel in São Paulo, Brazil, in a residual red porous clay, was analyzed using 3D finite element method (FEM). The behavior of the residual red porous clay was approximated by an advanced constitutive soil model calibrated with triaxial tests on intact samples extracted at the site. Predictions of the tunnel deformations during construction matched the field data. The calibrated model was then used to explore the tunnel performance under different construction strategies. The influence of partial face excavation, unsupported span length, support stiffness and pipe roof umbrella were assessed. The numerical results showed that partial face excavation was effective to reduce ground deformations ahead of the face of the tunnel and to improve face stability; however, the settlements behind the face increased because of the delay in closing the primary lining. The installation of a stiffer liner closer to the face reduced the ground deformations significantly. The pipe roof umbrella was the most effective technique to reduce the ground deformations around the tunnel; however, the numerical results did not consider deformations that could be induced by the drilling and grouting operations. The results shown in this paper provide both qualitative and quantitative information about the ground deformations induced by NATM tunneling in residual porous soils, that could help designers and contractors choose the optimum support and construction methods to minimize ground deformations.

An upper bound solution for tunnel face stability analysis considering the free span

One of the main factors that affect the tunnel face stability is the free or unsupported span (i.e., the unlined length adjacent to the tunnel face). In this work, a 2D failure mechanism is developed to compute, in the context of Limit Analysis, the collapse pressure for tunnel faces in Mohr-Coulomb materials, considering the free span. The new mechanism comprises three non-deformable blocks (two translational and one rotational) in such a way that the interface between one of the translational blocks and the rotational one is constructed by an iterative process that fulfills the associated flow rule imposed by Limit Analysis. A numerical model is employed to validate the proposed mechanism, demonstrating that it provides good predictions of the critical pressure and of the failure geometry, especially for tunnels in materials with higher friction angles (i.e., φ≥35°). Results confirm the expected increase of the collapse pressure with the free span; however, the increase is noticeably higher when no pressure is applied on the free span than when the support pressure is applied on the tunnel face and on the free span, especially for cases with lower cohesion (i.e., c≤15kPa). In addition, the effect of a forepole umbrella is incorporated into the Limit Analysis mechanism, and a new methodology is proposed to estimate the collapse pressure when a forepole umbrella is installed at the face. Results of the analytical solution in this situation are compared with those of the numerical model, with results confirming that the proposed mechanism is able to capture the stability improvement (i.e., the reduction of the collapse pressure) produced by the umbrella, as well as the shape changes of the failure mechanism; in particular, it can predict a local failure of the face below heavy umbrellas.

Stability analysis of Cavern No. 5 with the largest span in Heidong large ancient underground quarry

The Heidong Cavern Group of China includes 21 large-scale caverns that have remained stable for 1400 years. Cavern No. 5 of the Heidong Cavern Group is characterized by an unsupported span of up to 92 m, which is considered to be the largest span in a single underground artificial rock cavern. Cavern No. 5 may have gone through a period during which it was the only cavern and a period during which it had adjacent caverns; recent investigations have proved that Cavern No. 5 is suffering from considerably serious partial damage. The factors affecting the stability of Cavern No. 5, including waste rock accumulations, rock mass structures, surrounding rock quality, and cavern structures, were analyzed to prevent further damage and analyze the influence of the existence of adjacent caverns on the stability of Cavern No. 5. The numerical analysis software MIDAS GTS (Geotechnical and tunnel analysis system) was used to simulate and compare the stability of Cavern No. 5 under the single-cavern and adjacent-cavern cases. Research proves that when this cavern is independently considered and the remaining caverns are excluded, the arched roof structure is considerably favorable to ensure the cavern’s stability and the horizontal compressive stress of the roof becomes approximately equivalent to the vertical tensile stress. The horizontal forces generated by the cavern’s inclined roof contribute to the cavern’s stability. The horizontal compressive stress area of the roof and the effect of the arched structure decrease when adjacent caverns are present, causing the roof to become prone to tensile failure. These results provide a reference for modern underground engineering construction and a theoretical basis for long-term protection of the large and ancient Heidong Caverns.

Stability analysis model for a tunnel face reinforced with bolts and an umbrella arch in cohesive-frictional soils

Face bolting and umbrella arch techniques are widely adopted to increase the stability of tunnels in conventional tunnelling. Nevertheless, owing to incomplete theoretical analysis models, their design mainly depends on the judgment and experience of engineers. Therefore, a safety factor analysis model and a concise design flow for a reinforced tunnel face are established based on the limit equilibrium method and the strength reduction technique, in which the failure modes of a tunnel face and an unsupported span as well as the effects of face bolts and an umbrella arch are considered. In this method, the role of the face bolts is to improve the tunnel face stability by generating supporting pressure, which is stimulated by the cable model. The role of the umbrella arch is to improve the stability of both the tunnel face and the unsupported span by the load transfer effect, which is simulated by the Winkler beam model. To validate the accuracy of this method, the calculation results are contrasted with those obtained by other typical theoretical models and numerical software, which show good agreement. The stability of the Yenikapi-Unkapani tunnel is analyzed, and the practicability of the proposed model is determined. Finally, parametric analyses are conducted to discuss the effects of face bolts and an umbrella arch on the stability of a tunnel face and an unsupported span.

Establishment of the confinement loss curve using the tunnel convergence data

ABSTRACT The confinement loss plays an important role that connects two two-dimensional planes, cross-section, and longitudinal section. In the analysis of cross-section, the two-dimensional plane–strain condition takes into account the behavior of ground–support interaction and the confinement loss is applied to simulate the variation of internal support pressure due to the effect of advancing excavation of tunnel face. In the third direction (longitudinal section), this tunnel advancing effect can be investigated by establishing the confinement loss curve (CLC) and considering the mathematical hyperbolic function proposed in this study. The arrangement procedure for the tunnel convergence data is proposed to use the coordinate translation method to match this regression function. In addition, the functions estimating the values of confinement loss at the unsupported span and at the tunnel face are also suggested. According to the results obtained, the confinement loss is a variable independent of initial stress and location of measurement, and obviously, it’s dependent on the physical property of the geological material in question and the unsupported span of the tunnel. This estimation method can be applied to obtain the confinement loss for the calculation of support pressure and pre-convergence of the tunnel in the numerical simulation and the theoretical analysis.

A Theoretical Calculation Method of the Unsupported Span for the Shallow Tunnel in the Soft Stratum

During the construction of the tunnel in soft stratum, it is often found that the unsupported span is too large, resulting in instability of the tunnel face and collapse of the vault. However, the unsupported span was often selected according to the experience of engineers in the actual construction process, which was lack of the theoretical basis. Therefore, based on the calculation model of the surrounding rock pressure of shallow buried tunnel, this paper analyzed the stability of the tunnel face and the vault and then obtained the calculation formula of the unsupported span of the shallow buried tunnel in soft rock stratum. It was pointed out that the unsupported span is not determined by the arch crown stability or the tunnel face stability alone, but by both. The rationality of the formula was verified by a centrifugal test and an engineering case. The analysis and discussion showed that the unsupported span is sensitive to the cohesion and internal friction angle of the rock‐soil mass, especially the cohesion. The unsupported span of the shallow buried tunnel in the soft rock stratum is a linear function of the support pressure. The support pressure has a more significant contribution to the increase of the unsupported span by the centre cross diaphragm (CRD) method, and the unsupported span increases linearly with the increase of the support pressure. The research results provide a theoretical reference for the determination of the unsupported span for the shallow tunnel in the soft stratum.

Safety factor analysis of a tunnel face with an unsupported span in cohesive-frictional soils

Ensuring the stability of the tunnel face and the unsupported span is a critical issue in conventional tunnelling. An improved prism-wedge model is established to reasonably evaluate the safety factor of a tunnel face and an unsupported span in cohesive-frictional soils. In this model, two failure modes are considered: the failure of an unsupported span alone and the simultaneous failure of a tunnel face and an unsupported span. The contribution of soil arching to the stability of a tunnel face and an unsupported span is considered by the silo theory, and the failure surface in front of a tunnel face is assumed to be log-spiral shaped. To validate the accuracy of this model, the limit support pressure and the safety factor of a tunnel face are respectively contrasted with those obtained by other typical theoretical models and numerical simulations, which shows great agreement and reliability of the proposed model. The critical failure mode of a tunnel face in the critical limit equilibrium state with different parameters is obtained by the strength reduction technique. Further, to popularise this model in preliminary tunnel design, a series of nomograms are presented for the safety factor analysis of a tunnel face with different parameters.

Determination of Maximum Unsupported Span and Stand Up Time Value using Q-System Method (Case Study: Pongkor Area, Nanggung Subdistrict, Bogor District, West Java Province)

Determination of Maximum Unsupported Span and Stand Up Time Value using Q-System Method (Case Study: Pongkor Area, Nanggung Subdistrict, Bogor District, West Java Province)

Development of a Standardized Buttress for Approach Guardrail Transitions

Approach guardrail transitions (AGTs) incorporate increased post and rail sizes, reduced post spacings, and specialized buttress end geometries to smoothly transition from deformable W-beam guardrail to rigid barriers. This transition in barrier stiffness makes AGTs sensitive systems that require specific combinations of these components to function properly. Changing components, or even the removal of a curb below the rail, can negatively affect the safety performance of an otherwise crashworthy system. However, recent full-scale crash testing has indicated that a properly designed buttress at the downstream end of an AGT may be utilized with multiple AGT systems. Thus, the objective of this project was to develop a standardized buttress to reduce vehicle snag and be compatible with a wide variety of previously developed Thrie beam AGT systems, either with or without a curb. The standardized buttress was designed with a dual taper on its front upstream edge. A longer lower taper was designed to mitigate tire snag below the rail, while a shorter upper taper was designed to prevent vehicle snag and limit the unsupported span length of the rail. This buttress design was evaluated in combination with a critically weak AGT without a curb, which represented the worst-case scenario. The standardized buttress was successfully crash tested to MASH TL-3. Guidance was provided for both the attachment of the buttress to various Thrie beam AGTs as well as how to transition the shape of the buttress to adjacent bridge rails or rigid parapets downstream of the AGT.

Back analysis of long-term stability of a 92 m span ancient quarrying cavern

Long-term stability of large-span caverns is a challenging issue for design and construction of underground rock engineering. The Heidong cavern group consisting of 21 caverns was constructed about 1400 years ago for quarrying in massive Cretaceous tuff. The cavern No. 5 of the Heidong cavern group is characterized by an unsupported span up to 92 m, with the overburden thickness of only 3–25 m. To analyze its long-term stability, a detailed investigation was conducted to obtain its geometry and rock mass characteristics, and to monitor surrounding rock displacements. Based on field survey and laboratory tests, numerical simulations were performed using the finite difference code FLAC3D. The analysis results revealed that for the long-term stability of the cavern No. 5, some major factors should be carefully considered, such as cavern excavation method in hard massive rocks, site investigation using trial pits, tools like short iron chisel and hammer for manual excavation, geometric dome roof, and waste rocks within abutment or on the floor. The highlights of the technologies obtained from this large-scale ancient underground project can provide reference for other similar project excavations in practice.

Standard Midwest Guardrail System Placed at 1V:2H Slope Break Point or with Omitted Post

State departments of transportation (DOTs) throughout the United States commonly use W-beam guardrail systems to keep errant vehicles from leaving high-speed roadways and encountering safety hazards adjacent to the roadway edge, such as steep roadside slopes. Additionally, although W-beam guardrail is used to protect errant vehicles from safety hazards along the roadways, obstructions at post locations within a run of guardrail are a common occurrence. State DOTs wanted to evaluate the standard Midwest Guardrail System (MGS) for use in these instances. First, the standard MGS with 6-ft (1,829-mm) W6 × 8.5 (W152 × 12.6) steel posts spaced at 75 in. (1,905 mm) placed at the slope break point of a 1V:2H slope was successfully crash tested and evaluated according to the Test Level 3 (TL-3) safety performance criteria presented in the Manual for Assessing Safety Hardware (MASH). Subsequently, the standard MGS with one omitted post, which created an unsupported span of 12.5 ft (3.8 m), was full-scale crash tested, and it satisfied the MASH TL-3 safety performance criteria. Because multiple variations of the MGS system have been developed for special applications, recommendations for the omission of a post or installation on a steep slope will vary depending on the nature and behavior of the application. The safety performance of various MGS configurations and special applications was compared. Implementation guidance was then given about the use of the MGS placed at the slope break point and omitting a post in the MGS with MGS special applications. These special applications included terminals and anchorages, MGS stiffness transition to thrie beam approach guardrail transitions, MGS long-span system, MGS adjacent to 1V:2H fill slopes, MGS on 1V:8H approach slopes, MGS in combination with curbs, wood post MGS, and MGS without blockouts.

Analysis method and design charts for bolt reinforcement of the tunnel face in cohesive-frictional soils

We propose a computational method for assessing bolt reinforcement of the tunnel face in cohesive-frictional soils. The method is based on limit equilibrium considerations and can be applied to heterogeneous, layered ground as well as to reinforcement layouts that are arbitrary in terms of the spacing, length, longitudinal overlapping and installation sequence of the bolts. A closed-form solution is presented for the special case of a homogeneous ground with uniform face reinforcement. An investigation is made into the influence of the unsupported span and the reinforcement scheme on face stability. The case of a stress-dependent bond strength is analysed and the results are compared with results of numerical analyses. Design nomograms are presented for the assessment of tunnel face stability in a homogeneous ground with uniformly distributed bolts, constant or variable bond strength and various installation sequences.

Analytical solution for estimating the stand-up time of the rock mass surrounding tunnel

The term “stand-up time” is used first time in Lauffer’s rock mass classification (1958) in relation to the so called “effective unsupported span” and then modified by Barton et al. (1975) and Bieniawski (1993). Until now stand-up time is a useful parameter in rock mechanics and tunnel design. It affects the selection of excavation method, excavation cycle and rock reinforcement method and time to install rock support. In other words, the stand-up time is a function not only of rock mass properties but also of excavation technique. Because classification methods are based on rock mass quality empirical evaluation through specific parameters, however, the determination of the rock mass properties to evaluate rock mass quality and also the stand-up time is very difficult in in-situ. Therefore, the development of a mathematical model is necessary and have great meaningful to estimate the stand-up time in the tunneling. The objective of the paper is to develop an analytical solution to predict stand-up time of the rock mass surrounding tunnel based on the rheological deformation model using Abel’s creep kernel and allowable displacement of the tunnel wall. The results of numerical example shown in good agreement with Bieniawski’s suggested method.

Vibration Mitigation of H2s Booster Discharge Pipeline of a Typical Heavy Water Plant

Almost every pipeline in power and process industries experiences vibration during its life time either during steady-state or due to dynamic transients like relief valve discharge, earthquake etc. Excessive piping vibrations are the major cause of machinery downtime, leaks, fatigue failure, high noise, fires and explosions in refineries and other process industries. It is important that piping vibration amplitudes should be quantified in order to check if the vibration levels are acceptable. If it is found beyond acceptable limit, the piping layout, piping supports or unsupported span needs to be modified. Flow-induced vibration is the most probable and widely observed mechanism of piping steady-state vibrations. Vibration in large diameter piping can produce excessive noise and can cause failures of attached small-bore piping or in severe cases pipe itself can rupture. In present paper quantification and required remedial action for mitigation of vibration from H 2 S booster discharge pipeline has been presented and also the codal qualification of piping with new support conditions have also been done as per applicable ASME B31.3 code.