Three-edge Bearing Test Research Articles

Study on bearing capacity of corroded pipes before and after spraying rehabilitation

In recent years, there has been growing interest in trenchless technology, particularly in using centrifugal spraying technology to rehabilitate drainage pipelines. In this study, we evaluated the effectiveness of fiber-reinforced cement mortar spraying materials on pipes using the three-edge bearing test (TEBT) as per ASTM C497 standards. Six conditions of corroded and rehabilitated pipelines were tested: (1) corrosion depths, (2) corrosion widths, (3) corrosion positions, (4) pipe diameters, (5) loading rates, and (6) repair thicknesses. Through the TEBT, the structural bearing capacity and failure form of the pipe before and after repair were compared, and the bearing capacity difference of the pipe under different conditions was studied. Finally, a sensitivity analysis was conducted on the six variables. Among the many factors that affect the reliability of pipe structures, the influence degree of each factor is quite different. Through the parameter sensitivity analysis, the influence degree of each factor on the reliability of the structure can be clarified. The results show that the bearing capacity of the rehabilitated pipes is sufficient to meet the normal pipe bearing capacity requirements. The mortar lining and existing pipes can bear stress jointly, significantly increasing the maximum load of the rehabilitated pipes by up to 55.6 % and correspondingly reducing the circumferential strain. This indicates that the application of the mortar spraying lining layer effectively achieves the purpose of pipeline repair. This study provides valuable guidance for structural design optimization and safe operation.

Acoustic Emission Characterization and Cracking Characteristics of Reinforced Concrete Pipe

Acoustic emission (AE) and digital image correlation (DIC) technology were used in this study to monitor the behavior of reinforced concrete pipe (RCP) in the optimized three-edge bearing test (TEBT). At the same time, the AE source location of different pipe sections was simulated. The results show that the whole compressive loading process for RCP could be divided into 3 to 4 stages. Both the AE counts and AE energy could well characterize the cracking of concrete, and AE energy was more sensitive to the breaking of steel bar. The amplitude and duration of AE signal produced by the breaking of steel bar were larger than those produced by the cracking of concrete. The AE frequency for concrete cracking was relatively scattered. The AE frequency for steel bar breaking was small and concentrated, and this frequency distribution showed an exponential decreasing trend. The results of optimized AE source location showed that the generation and development of cracks occur in the initial loading stage. The results of multi-index analysis showed that the cracks in the top (loading position) and the bottom (bearing position) of the RCP show that the cracks extend from the inner wall to the outer wall, while the cracks on the left and right sides perpendicular to the loading direction show that the cracks extend from the outer wall to the inner wall.

Mechanical performance of spun-cast full-scale precast pipes incorporating hybrid conventional rebar cage and steel fibers

Precast reinforced concrete (RC) pipes are an important component of urban infrastructure for conveyance of stormwater and sewage disposal. This study investigates the mechanical performance of spun-cast precast full-scale pipes under three-edge bearing test (TEBT) and patch or point load tests for replicating the field loading scenarios. Six types of precast pipes incorporating various amount of conventional rebar reinforcement and local steel fibers were tested. Straight steel fibers of 25 mm length were cut from locally manufactured long steel wires. Two steel fiber dosages (i.e., 20 kg/m3 and 40 kg/m3) in concrete mixture were examined for mechanical behavior of pipes along with conventional rebar cage. It was observed that full-scale precast pipes without steel fibers and conventional rebar cage failed in an abrupt manner into various pieces. However, pipe made with concrete mixture incorporating steel fibers only without conventional rebar cage also failed into pieces but showed post-peak behavior and fiber crack bridging phenomena. Pipes having double conventional steel reinforcement ratio showed 60% higher ultimate load. Pipes incorporating 20 kg/m3 and 40 kg/m3 along with conventional rebar cage showed 10% and 30% higher ultimate load compared to that of identical pipe without steel fibers. Improved deflection softening and hardening behaviour were observed for pipes with fibers. Furthermore, multiple secondary cracks were observed during TEBT for pipe specimens incorporating fibers. Similarly, higher ultimate load and improved cracking behavior was observed under patch load for pipe specimens incorporating steel fibers. All the tested pipes incorporating steel fibers and conventional rebar cage satisfied the Class III and Class IV requirements of ASTM C76. It can be envisioned that the implementation of hybrid spun-cast pipes incorporating conventional rebar cage and local steel fibers lead towards the development of economical pipes for controlling the premature cracking and improved structural behaviour.

Development of Concrete Mixture for Spun-Cast Full-Scale Precast Concrete Pipes Incorporating Bundled Steel and Polypropylene Fibers.

Spin casting is the oldest method of manufacturing precast concrete pipes among all existing methods. While improved concrete mixtures incorporating fibers for other methods of concrete pipe manufacturing, such as the vibration method and roller compaction method, have been developed, no such concrete mixture has yet been developed for spun-cast concrete pipes. This study was designed to explore the possibility of incorporating locally manufactured steel fibers and commercially available polypropylene fibers to develop an improved concrete mixture for use in the manufacturing of full-scale spun-cast concrete pipes. The used steel fibers were of two types, i.e., straight and bundled steel fibers, manufactured by cutting locally available long straight and bundled steel wires, respectively. Various dosages of steel fibers (i.e., 20, 30, 40, and 50 kg/m3) and polypropylene fibers (i.e., 5, 10, 15, and 20 kg/m3) were used in mono and hybrid (steel and polypropylene) forms. The properties in the fresh state and mechanical properties of the test mixtures were investigated. Full-scale spun-cast concrete pipes having a 450 mm internal diameter were manufactured and tested using the three-edge bearing test. The compressive strength of the mixtures was largely insensitive to the dosage of the fibers. The splitting tensile strength of all fiber-reinforced concrete mixtures was higher than that of the reference mixture without fibers, with a 24% increase recorded for the concrete mixture incorporating 50 kg/m3 of bundled steel fibers relative to the reference mixture with no fibers. The flexural performance of the fiber-reinforced concrete mixtures was superior to that of the reference mixture without fibers in terms of flexural strength, toughness, residual strength, and crack control, with up to 28% higher flexural strength relative to the reference mixture without fibers. The three-edge bearing tests on full-scale spun-cast pipes incorporating steel fibers showed that the use of fibers is a promising alternative to the traditional steel cage in spun-cast concrete pipes.

Multiple laboratory characterization methods to identify the D-Load of reinforced concrete pipes based on three edge bearing tests

The indirect design method for concrete pipes, which estimates the bearing capacity of concrete pipes in a buried environment based on the D-load determined from a three-edge bearing test (TEBT), is a common method for designing concrete pipes. D-load is determined by the load corresponding to the first 3-mm crack, which has been used from the 1930s until today. To explore the potential of modern laboratory techniques as an alternative to the traditional vision method. This study discusses the application and cost-effectiveness of several technologies for detecting D-load, including strain gauges, displacement sensors, acoustic emission, digital image correlation, and infrared thermography, based on TEBT on full-scale double-cage reinforced concrete pipes with internal diameters of 1000, 1500, and 2000 mm. The consistency between D-load values obtained by these approaches along with the predicted value by Heger’s model is compared with the D0.3_visual determined by conventional visual observation in terms of the developed relative reliability. It is found that the method based on acoustic emission techniques is more consistent with the D0.3_visual than others, but is costly and time-consuming. Also, De, identified by the load corresponding to the end of the elastic phase of the force–time curve, is a reliable alternative and cost-effective method. This study will provide new insights into the aspect of performance design and evaluation for concrete pipes.

Production of concrete pipes by carbonation curing in an inflatable enclosure

Production of concrete pipes using ambient pressure (AP) carbonation curing in an inflatable enclosure was studied. The process was developed to replace traditional steam curing in order to reduce energy consumption, improve concrete performance and sequester carbon dioxide in pipes. The ambient pressure carbonation was compared with high pressure (HP) carbonation at 5 bar and normal hydration references. A composite structure of calcium carbonate with CSH was found in concrete after AP carbonation. Multiple techniques including quantitative X-ray diffraction analysis (QXRD), thermogravimetry analysis (TGA), Raman spectroscopic analysis, and scanning electron microscopy (SEM) were applied to characterize the strength development and microstructural enhancement of such cementitious matrix. The results demonstrated that AP carbonated pipes had comparable CO2 uptake, three-edge-bearing test (TEBT) strength, absorption, and resistance to internal-hydraulic pressure with HP carbonated ones. In addition, AP carbonation provided nucleating sites for CSH gel growth, thus contributing to the improved performance of concrete pipes while sequestrating CO2 and reducing the overall carbon footprint. Lastly, the carbon sequestration cost is lower in AP than in HP carbonation, which confirms the economic benefits of using AP in early-age carbonation curing of cement-based products.

The Effect of Microbiologically Induced Concrete Corrosion in Sewer on the Bearing Capacity of Reinforced Concrete Pipes: Full-Scale Experimental Investigation

The main part of sewer pipelines is commonly made up of precast reinforced concrete pipes (RCPs). However, they often suffer from microbiologically induced concrete corrosion (MICC), which has made them less durable than expected. In this study, three-edge bearing tests (TEBT) are performed on full-scale RCPs with preset wall losses to determine how MICC influences their bearing performance. For this purpose, several bearing indices such as D-load, peak load, ultimate load, ring deflection, ring stiffness, and failure energy are presented or specified to characterize the load-carrying capacity, stiffness, and toughness of these RCPs. It is found that crown concrete corrosion hardly changes the mechanical behavior of the first elastic zone of RCPs, so that D-load is not affected, but it shortens the crack propagation zone significantly, leading to a reduction in ultimate and peak loads. Furthermore, RCPs’ ring stiffness and toughness are negatively correlated to thickness of wall loss, while the transverse deformability of the ring cross-section is positively correlated with it. Additionally, it was found that crown corrosion affects the ultimate load of different sizes of RCP in different ways. The 2000 mm RCP is affected the most, with a 50 percent reduction in ultimate load. The 1000 mm RCP follows, with a 36 percent reduction, and the 1500 mm RCP has a reduction of less than 20 percent. This research contributes to comprehending the degradation of in-service sewage pipes, hence informing decision making on sewer maintenance and rehabilitation.

Experimental Study on External Loading Performance of Large Diameter Prestressed Concrete Cylinder Pipe

A prestressed concrete cylinder pipe (PCCP) is created with a complex composition of concrete core, welded steel cylinder, prestressed steel wire, protective mortar and anti-corrosion coating. Due to the economy and complexity of structural prototype tests, the ultimate loading test on PCCP is rarely conducted. In this paper, the three-edge bearing test was carried out on a 3.2 m diameter PCCP with embedded steel cylinder. The strains of concrete core, prestressed steel wire and protective mortar were monitored, and the distribution and width of the concrete cracks were recorded. The test results show that the cracking on the inside concrete at the crown zone occurred before those on the invert zone of the pipe. The prestressed steel wire postponed the tensile stress of out-side concrete at the springing line until subjected to the calculated cracking load (Pc). Due to the moment redistribution caused by the cracking on the inside of the concrete at the crown/invert, the protective mortar at the springing line was cracked at 1.2 Pc and exhibited visible cracking after 1.4 Pc. The prestressed steel wire reached the elastic and strength limit states of 1.4 Pc and 1.6 Pc, respectively. The PCCP designed by the limit state design method can resist the increased external loads after reaching the serviceability limit state. The final failure load of the test pipe is greater than 1.6 Pc, and there is sufficient safety in actual operation. Due to the fact that the damage to the concrete at the crown/invert zone may become a fuse of PCCP failure, the tensile stress of the inside concrete at the crown/invert zone of the PCCP should be accurately verified in the design process.

Failure experiment and calculation model for prestressed concrete cylinder pipe under three-edge bearing test using distributed fiber optic sensors

A prestressed concrete cylinder pipe (PCCP) with quality defects or being subjected to overloads can crack in the inner concrete core, thereby the internal water acting directly on the steel cylinder and further weakening the bearing capacity of the pipe. This study aims to explore calculation methods of when and after a PCCP cracks through the comparative analysis between the test results measured from the three-edge bearing test (TEBT) and the calculation results through the improved procedures based on ANSI/AWWA C304. To this end, the full strain distribution around the circumference of the first pipe is measured until failure by distributed optical fiber sensors. The thrust and moment coefficients of loads under the TEBT are derived, and strains are solved considering the stress–strain relationships of the constituent materials. The first pipe cracks in the inner core at the crown and invert as the load reaches 280 kN/m, but the second pipe with the same parameters does not crack when the load arrives at 360 kN/m. The measured strains reveal that the inner side at the crown and invert and the outer side at the springline are subjected to tension. Before appearing the cracks in the inner concrete core, the calculated results are in good agreement with experimentally observed data. After cracking of the inner concrete core, both the vertical displacement at the crown and the fluctuation amplitude of test strains begin to accelerate. The results calculated by considering two empirical assumptions can reflect the trend of the test results. The proposed comparative analysis approach provides the cracking test load that meets the serviceability limit-state design criterion for quality inspection and helps designers a better understanding of design assumptions and parameters.

Quantitative model for residual bearing capacity of corroded reinforced concrete pipe based on failure mode

Reinforced concrete pipes (RCPs) are widely used as jacking pipes in various infrastructures, such as sewers, tunnels, and pipe galleries. However, owing to the presence of harmful chemicals and microorganisms in the surrounding environment, the pipe gradually corrodes, thereby thinning the pipe wall and lowering the residual bearing capacity (RBC) of the structure. For the daily maintenance of the RCP, the RBC should be evaluated precisely to ascertain the service status of the pipe, and if necessary, timely rehabilitation can be performed to yield the optimal repair outcome and cost efficiency. In this study, quantitative models for RBCs of both intact and corroded RCPs are proposed; these models are based on the plastic collapse failure mode of rigid pipe. Additionally, the impact of uncoordinated deflection between concrete and reinforcement has also been characterised. A series of numerical simulations were developed on the basis of the finite element method (FEM) to evaluate the RBC of corroded RCPs, and the FEM results are consistent with those of the quantitative model. Finally, three-edge bearing (TEB) tests were conducted by incorporating both intact and corroded RCPs. The results of the TEB tests also revealed the reliability of the quantitative model.

An Experimental Study of the Mechanical Properties of Partially Rehabilitated Cable Tunnels.

For buried municipal tunnels—such as cable tunnels and utility tunnels with structural defects—due to the sheltering of the internal pipelines, shelves, and other auxiliary facilities, traditional trenchless rehabilitating methods are not applicable since an intact ring is needed for spraying and lining. In these tunnels, only the exposed area at the crown of the ring can be partly rehabilitated. In this paper, three-edge bearing tests (TEBTs) for partially rehabilitated reinforced concrete (RC) pipe sections are carried out to simulate the case of a municipal tunnel and the effects of different repair materials (cement mortar and epoxy resin) and different dimensional parameters of the liner (lining thickness, lining range) on the partial rehabilitation effect of defective RC pipes are studied. The deforming compatibility of the liner–pipe interface is discussed, and the flexural rigidity of the partially rehabilitated section is calculated. The results show that the load-carrying capacities of partial rehabilitated RC pipes are effectively improved.

Basic Installations for Reinforced Concrete Arch Pipe

Beginning in 2018, the precast concrete pipe producers of the Minnesota Concrete Pipe Association (CPA) worked with the Minnesota Department of Transportation (DOT) to update the standards for reinforced concrete arch pipe. The Minnesota DOT standard plates include steel reinforcement areas for both circumferential steel and transverse steel (stirrups) where required. The latest Minnesota DOT standards include pipe classes in accordance with AASHTO M206 (or ASTM C506) as well as some larger sizes and higher strength classes that are not included in the AASHTO standard. The reinforcement designs for these larger sizes were performed in accordance with the 8th Edition of the AASHTO LRFD Bridge Design Specifications and were formulated to encompass the worst of either the loads from the field installation, or the testing loads in three-edge bearing. The three-edge bearing test requirements tended to govern the required steel area for transverse reinforcement. However, the field conditions governed the extent to which the transverse reinforcement needs to extend out from the invert of the pipe.

Theoretical and Numerical Study on the Three-Edge Bearing Capacity of Prestressed Concrete Cylinder Pipe

Prestressed Concrete Cylinder Pipe (PCCP) is a composite pipe structure commonly subjected to earth pressure, internal pressure, and ground loads. To confirm the bearing capacity of PCCP by using the in-direct design method, one of the most important experiments is the Three-Edge Bearing (TEB) test. A rational theoretical analysis method and Finite Element Analysis (FEA) are developed in this study because the TEB test is costly and difficult to conduct. The proposed theoretical analysis method and Finite Element (FE) method can be used to calculate the internal force, the displacement, the cracking load, and the bearing capacity of PCCP under the TEB load. In addition, a parametric study is carried out by using the validated theoretical analysis and FEA method. It is found that the concrete strength, the prestressing level, and the radius-to-thickness ratio of the steel cylinder affects the bearing capacity of PCCP under the TEB load. Furthermore, the proposed theoretical analysis method can be used to calculate the bearing capacity of other kinds of rigid pipes under the three-edge bearing load.

Load Capacity of Perforated Reinforced Concrete Sewer Pipes

In cities, reinforced concrete pipes are often employed to construct storm sewer systems. Due to impervious base layers, stormwater runoff dominates rather than rainwater infiltration, leading to problems in aquatic ecosystems (e.g., degradation in urban watersheds, flood attenuation, and water quality). A thermoplastic perforated pipe can provide drainage channels in applications of solid waste landfills, mining heap leach pads, or irrigation systems. Inspired by these applications, perforation can be implemented in a reinforced concrete sewer to alter the moisture conditions in the ground under impervious base layers. Three-edge bearing tests and four-point flexural tests are conducted to investigate the structural integrity of perforated sewer pipes. A numerical model is also calibrated for use to optimize the layout design of drainage holes. It is found that perforation can result in strength degradation in concrete pipe, but the reduction in strength is not significant. A correlation between the ultimate load and opening ratio is established for the two testing conditions. The allowable opening ratio is determined as 0.2%, below which a perforated sewer can fulfill the requirements for both drainage and load resistance.

Based on experiment and simulation to evaluate the qualityof large diameter concrete drain-pipe by jacking method

The large diameter reinforced concrete drain-pipe were applied in a underground drain-pipe jacking engineering. The inside and outside diameter of the drain-pipe are 3.5 m and 4.2 m respectively. The weight is 26000 kg, and jacking distance is 640 m. The nondestructive testing technology and three-edge bearing test were used to evaluate quality of the two large diameter concrete drain-pipe which selected randomly in engineering. The load-displacement curves and load-strain curves of drain-pipe were obtained, the global and local deformation laws of drain-pipe were analyzed through static test. The finite element model was established by ABAQUS, and the test results and simulation results were compared. The results of comparison show that the displacement of each measuring point increases with increasing load, and both of the two drain-pipe show well overall performance, and the well overall performance was shown in both of the two drain-pipe. The maximum displacement and strain were measured at the top of the drain-pipe, and the cracks are observed at the sidewall and bottom of drain-pipe. The load-displacement curves from simulation results is in well agree with the load-displacement curves from test results. It means that there is a good accuracy of the calculation results with the finite element model, which could be used as the basis for the corresponding research. Cracking load values under three-edge bearing test (the load value when the width of crack reaches 0.20 mm) of the two drain-pipe are 325 kN/m and 324 kN/m, respectively. And both drain-pipe meet the Chinese national standard, which the large diameter reinforced concrete drain-pipe could be used in actual engineering.

Basalt‐polypropylene fiber reinforced concrete for durable and sustainable pipe production. Part 2: Numerical and parametric analysis

AbstractA nonlinear 3D FEM was developed for reproducing the three‐edge bearing test (TEBT) of pipes. The model was validated by considering the experimental results on standard reinforced concrete pipes (RCPs) and fiber‐reinforced concrete pipes (FRCPs) with 1000 mm internal diameter presented in the Part 1. The relative error between numerical simulation and laboratory test results for both the service (D0.3) and the ultimate (Du) D‐load (DL) were lesser than 2.1% and 6.3%, respectively. Additionally, a new structural design process that takes into consideration the geometric and mechanical variables involved into the TEBT of pipes, including the type and reinforcement configuration, is proposed. Because of applying this approach, design‐oriented tables with minimum steel‐cage reinforcement ratios for RCPs and FRCPs valid for pipes with inner diameters ranging from 300 mm to 1800 mm are established for the pipe strength classes I to V and wall thickness A, B, and C defined in the ASTM C76. Based on the numerical results, it can be confirmed that the hybrid use of basalt‐polypropylene fibers permits to reduce the steel reinforcement ratio respect to the equivalent RCP and, for some diameters and strength classes, the total elimination. These results represent a step forward in the use of fiber reinforced concrete in the pipe industry, which can lead to more durable and sustainable piping products.

Experimental study on mechanical properties of prestressed concrete cylinder pipes (PCCPs) under external load

Prestressed concrete cylinder pipes (PCCPs) have been applied for various water conveyance projects recently, especially in long distance. PCCPs not only bear internal water pressures, but also external loads. The excess of external loads may cause major accidents. However, the mechanical behavior of PCCPs under external load is different from that of PCCPs under internal pressure. In this study, a three-edge bearing test (TEBT) of a PCCP was performed to study its mechanical properties under external load. Meanwhile, the fiber Bragg grating (FBG) sensing technology and pulse pre-pump Brillouin optical time-domain analysis (PPP-BOTDA) optical fiber sensing technology were successfully employed to monitor the deformation of PCCPs. The test results show that the deformation of five components of the pipe is proportional to the external load. At the springline of the pipe, the outer concrete core and the prestressing wire are in tension, the inner concrete core and the steel cylinder are in compression. The loading status at the crown and invert of the pipe are opposite with those at the springline of the pipe, but the deformation coordination is consistent. Moreover, the test results demonstrate that PPP-BOTDA-based distributed optical fiber sensors can not only accurately monitor the real-time loading response of the PCCP under the external load like FBG point optical fiber sensors, but also obtain the dynamic and continuous strain distribution of the circumferential section of the pipe. This study has identified the relationship of the external load and deformation, the interaction and strain distribution of each component of PCCPs. This study also confirms that the distributed optical fiber sensing technology can provide an effective means for the structural health monitoring in long-term operation of PCCPs.

New rational test for reinforced-concrete pipe eliminating subjective crack-width criteria

This study proposes a new robust and rational test method for reinforced concrete pipe (RCP), which neither requires additional costly equipment, nor disrupts current industry practice. The current century old Three-Edge Bearing Test (TEBT), which is the most widely used worldwide, is operator sensitive and does not work well for emerging lined pipes. It relies on the skill and experience of the operator for capturing the occurrence of a 0.3 mm wide crack using a leaf-gauge, which induces subjectivity and error. TEBT was modified by eliminating visual crack width monitoring and adopting rational instrumentation. A wide range of full-scale RCP specimens with various diameters and single, double and triple reinforcing steel cage configurations were instrumented and subjected to the modified TEBT to obtain load vs. deflection curves. Traditional 0.3-mm visual crack readings were also taken for comparison. It was concluded that the new test method could determine the D-load while eliminating the uncertainty associated with visual crack detection. The new modified test method could also capture true structural behavior of the RCP, thus better reflecting the RCP reinforcing steel-cage design.

Review and recommendations for structural testing of buried gravity storm drain pipes and culverts

Buried pipes are important components of the underground infrastructure. Structural failure of these pipes is costly, socially and environmentally disruptive. To prevent such incidents, a deep understanding of the soil–pipe interaction system behavior is needed. Currently, two common standard methods are available for the structural testing of pipes: parallel-plate loading test and three-edge bearing test, in which the effects of surrounding soil and distributed load on the pipe sample are ignored. However, in the available design methodologies the effect of bedding and load distribution is considered though empirical factors. As of today, there is no standard test method available for structural testing of pipes considering the effect of soil–pipe interaction system. Therefore, the objectives of this paper are to present a literature review of full-scale structural testing methods of relatively large diameter gravity pipes ranging from 36 in (90 cm) and larger, and suggest a general soil–pipe test procedure for structural evaluation of large diameter gravity pipes, such as culverts. Discussions are made for selection of a soil–pipe structural testing condition, loading method, loading rate, loading configurations, and required instrumentations for capturing and recording test results.

Performance of Thin-Wall Synthetic Fiber–Reinforced Concrete Pipes under Short and Long-Term Loading

Abstract Synthetic fibers have been recently used as a replacement for conventional steel reinforcement in concrete pipes to enhance their durability, ductility, shear strength, and flexural strength. However, there is very limited understanding of the long-term performance of thin-wall synthetic fiber–reinforced concrete pipes, as synthetic fiber has material properties that may change with a sustained load over time. This research investigates the performance of polypropylene fiber–reinforced concrete pipe under short and long-term loads in terms of strength, deflection response, strain response, crack width, and crack patterns. Concrete pipes with diameters of 1,200 and 1,500 mm with respective wall thicknesses of 50 and 63 mm were subjected to the short-term three-edge bearing test. To ensure maximum fiber contribution to pipe strength, a 9 kg/m3 fiber dosage was used with different amounts of steel reinforcement. For the long-term three-edge bearing test, a pipe with a diameter of 1,200 mm reinforced with fiber dosage of 9 kg/m3 along with steel reinforcement with an area of 5.7 cm2/m was tested for 30 days at 40 % of the ultimate load (Load Stage 1) obtained from the short-term test, for another 30 days at 50 % ultimate load (Load Stage 2), and subsequently at 70 % ultimate load for a final 30 days (Load Stage 3). Short-term results showed that synthetic fiber was a viable replacement for the steel reinforcement cage, as some of the tested pipe achieved the strength requirement specified by ASTM C76-15a, Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. In response to sustained load, the tested pipe initially exhibited a linear response, followed by a stable response with a slight increase in deflection over time. Fiber creep did not significantly increase the crack width or affect the time dependence of the strain, indicating that the fibers adequately transfer the stress in the pipe wall and limit the crack width. The cracks propagated longitudinally at the invert, crown, and springline, where there were high flexural tensile stresses.