Precast Ultra-high Performance Concrete Research Articles

Experimental study on mechanical behavior of precast large-cantilevered UHPC bent caps with π-shaped cross-sections

To reduce the self-weight of the precast bent caps with large cantilevers commonly used in municipal bridge construction, an innovative thin-walled bent cap scheme made of ultra-high-performance concrete (UHPC) was proposed in this paper. Six scaled bent cap specimens, characterized by a scale ratio of 1:2.5, were subjected to static loading tests, encompassing both bending-shear and bending-shear-torsion combinations. Throughout the loading process, careful observations were made regarding the progressive development of crack patterns, stress distribution within various materials, and the identification of ultimate failure modes. It was observed that for the UHPC cap beams with small shear span-to-depth ratios, both the web shear cracks and flexural cracks were fully developed, leading to a combined shear and bending failure mode. With shear span-to-depth ratio increased, the effect of bending behavior became more and more dominate, resulting in an increased ductility. When subjected to a combined bending-shear-torsion loading, the UHPC bent caps exhibited conspicuous diagonal shear failure attributes, indicating that the torsion presented in the bent caps should be limited. In summary, the adoption of a π-shaped section for the UHPC bent caps with large cantilevers results in an impressive weight reduction of 40%∼50% compared to the conventional solid cap beam design. Moreover, the proposed design not only aligns with specifications in terms of cracking strength and ultimate bearing capacity but also facilitates monolithic precast, making it exceptionally well-suited for practical engineering applications.

Bending performance of prefabricated ultra-thin UHPC unit plate reinforced orthotropic steel bridge decks

To address the challenges related to lengthy construction period, complex maintenance requirement, and the elevated risk of shrinkage cracking associated with cast-in-place UHPC reinforcement of orthotropic steel bridge decks. This paper proposes a novel solution that prefabricated ultra-high-performance concrete (UHPC) slab with epoxy bond connection is used as a reinforcement layer for orthotropic steel bridge decks. Four sets of bending tests on composite bridge deck were carried out to compare the flexural performance of composite bridge decks under different joint forms and loading patterns. The results indicate that the precast UHPC decks delaminated from the epoxy bonding layer without failure of the epoxy layer itself in all cases. The positive bending capacity of the jointless composite bridge deck is approximately 27.67 kN, while the negative bending capacity is around 16.58 kN. For the composite bridge deckwith epoxy adhesive joints (EA-J-Ln), the negative bending capacity is 2.54 kN, and the negative bending capacity of the joint area reinforced with carbon fiber cloth (EA-JC-Ln) is increased to 4.17 kN. Therefore, the use of carbon fiber cloth can significantly improve the bending resistance of the joints. Finally, numerical model of the composite deck based on Cohesive Zone Model (CZM) was established, validating the applicability of this simulation method in the novel composite bridge deck.

Retrofitting RC beam-column joint subassemblies using UHPC jackets reinforced with high-strength steel mesh

Outdated building codes in seismic zones often did not require seismic detailing on beam-column joints, leaving many existing structures vulnerable to earthquakes. To address this issue, three different ultra-high-performance concrete (UHPC) jackets were proposed for retrofitting seismically-deficient exterior beam-column joints, with variables including construction method (cast-in-place or precast) and inclusion of high-strength steel bar meshes. The effectiveness of these jackets was investigated using cyclic loading tests on beam-column joint subassemblages. The results demonstrated that all three UHPC jackets considerably improved the strength, stiffness, and energy dissipation of the beam-column joint subassemblage, as well as both repairable and collapse drifts. However, the cast-in-place UHPC jacket, when not reinforced with steel meshes, failed to effectively improve the ultimate drift capacity of the original beam-column joint subassemblage. Moreover, retrofitting with precast UHPC jackets using chemical anchors failed to generate sufficient composite action. Only the cast-in-place UHPC jacket, when reinforced with high-strength steel meshes, successfully delayed localized joint shear damage and allowed for effective utilization of beam flexural capacity. It improved the joint shear strength by 66%, initial stiffness by approximately 35%, and total energy dissipation by 140%. Finally, strength models were suggested for evaluating the joint shear strength and beam flexural capacity of UHPC-retrofitted beam-column joints.

Flexural behaviors of a novel precast hollow UHPC composite beam reinforced with inverted T-shaped steel: Experimental investigation and theoretical analysis

To fully utilize the excellent mechanical properties and durability of ultra-high performance concrete (UHPC) as well as reduce the production cost, a novel UHPC encasing inverted T-steel (PUES) composite beam with hollow section is proposed in this paper. This paper aims to study the flexural behaviors of PUES beams, a bending test program consisted of one solid PUES beam and seven hollow PUES beams is carried out. The test parameters include thickness of inverted T-shape steel flange, tensile reinforcement ratio and stud spacing. The results showed that the PUES beams failed in the typical flexural failure mode and exhibited excellent ductility without obvious drop in load. Compared to composite beam with solid section, the hollow section had negligible influence on the flexural performance of PUES beams, while it saved 26 % UHPC used compared with the one with solid section. The increasing of the thickness of inverted T-shape steel flange and the reinforcement ratio effectively improved the stiffness and the flexural capacity of PUES beams, while the larger diameter of reinforcement incurred an obvious reduction of ductility. An excessively large stud spacing resulted in a poor composite behavior and a reduction of flexural capacity. Based on the analysis of the experimental results, calculating methods considering the shear connection degree between inverted T-steel and peripheral reinforced UHPC were developed to predict the ultimate flexural capacity of the hollow PUES beams. This study provides a reference for further research and practical engineering applications of this innovation composite beam.

Seismic performance of precast frame with UHPC composite beams and HSC columns under cyclic loadings

This research investigates the seismic performance of precast frame with ultra-high performance concrete (UHPC) composite beams and high-strength concrete (HSC) columns. An experimental study was conducted on two frame specimens with 1/2-scale, three-story, and two-bay: a precast UHPC-HSC composite frame (UHPC-HSC frame) and a fully cast-in-place concrete frame (RC frame). The precast UHPC-HSC frame consists of composite beams with precast U-shaped UHPC permanent beam formworks and cast-in-place beam cores, precast HSC columns, and cast-in-place UHPC connections. The results indicate that both frames exhibit a mixed sidesway mechanism with beam hinges dominating. The UHPC-HSC frame demonstrates better structural integrity and experiences smaller structural damage, making it more suitable for rapid repair after earthquakes. The hysteresis curves of both frames are plump. The load-carrying capacity of the UHPC-HSC frame is 15.78% higher than that of the RC frame. The UHPC-HSC frame exhibits better ductility and deformation capacity compared to the RC frame. The whole and interstory ductility coefficients of both frames are greater than 3.49. The energy dissipation capacity of the UHPC-HSC frame is superior to that of the RC frame. At θ = 4.5%, the cumulative energy dissipation value of the UHPC-HSC frame is 18.66% higher than that of the RC frame. The research results can provide a reference for the engineering application of precast UHPC-HSC frame with UHPC composite beams and HSC columns.

Numerical and experimental study of a segmentally prefabricated orthotropic steel–ultra-high-performance concrete composite deck for long-span cable-stayed bridges

Utilizing the high strengths, toughness, and durability of ultra-high-performance concrete (UHPC), a segmentally prefabricated orthotropic steel–UHPC composite deck (POSUCD) system has been developed for long-span cable-stayed bridges. The deck system combines an orthotropic steel deck (OSD) with a reinforced UHPC layer using notched perfobond strips (NPBLs). The UHPC layer is prefabricated onto the OSD of the girder segment in the factory to form the POSUCD. After the precast UHPC layer is cured, the girder segments are transported to the bridge site and assembled. The precast UHPC layers are then connected via transverse wet joints before tensioning stay cables. Against the background of the Danjiangkou Reservoir Bridge with a main span of 760 m, finite element (FE) analysis was conducted to examine the stress state and flexural tests were carried out on local full-scale models to verify the feasibility of POSUCD. The results show that the prefabricated UHPC layer reduces the maximum static compressive stress of the steel deck in the girder system by 21%, and the stress ranges at fatigue-prone details of the steel deck are decreased by 28%–90% compared to traditional OSDs with asphalt overlay. Since the prefabricated UHPC layer helps withstand dead axial load in the main girder, the high compressive strengths of UHPC can be utilized more effectively than in deck systems with UHPC only used as a cast-in-situ overlay to resist vehicular wheel loads. The transverse wet joint interfaces were identified as the weakest aspect of the POSUCD, whether under tension or compression; however, their nominal flexural strengths along the longitudinal direction meet the required design standards. The shear resistance of NPBLs was also well confirmed by the minimal interfacial slip on the specimen when it reached the ultimate capacity under positive bending moment.

Performance and life cycle of ultra-high performance concrete mixes containing oil refinery waste catalyst and steel fibre recovered from scrap tyre

An economic solution to recycle spent equilibrium catalyst (Ecat) disposed of by petrochemical manufacturers and steel fibre recovered from scrap tyre would be their use in the production of structural concrete. In this study, the performance and life cycle of ultra-high performance concrete (UHPC) mixes containing these waste materials was examined. They were made using a total binder content of 1160 kg/m3 and also contained fly ash and silica fume in addition to Ecat and cement. Their average compressive strength at the end of 28 days was found to be above 150 MPa. The replacement of cement with Ecat reduced the CO2 emission and material cost of recycled steel fibre (RSF) reinforced UHPC samples by 15% and 6%, but there is no significant change in their compressive, flexural and split tensile strengths at the end of 28 days. Only 2% of the elastic modulus of these samples increased as a result of the addition of Ecat by weight of the binder. Ecat, an aluminosilicate material, is generally classified as a pozzolanic material, but its addition together with fly ash and silica fume in the UHPC mixture did not affect the strength gain properties. Based on our experimental findings, the use of waste materials including Ecat and RSF in the preparation of precast UHPC elements for explosion and earthquake resistant structures is recommended.

Dynamic analysis of precast ultra-high performance concrete tunnel under internal explosion

Underground structures hold great significance in the infrastructure of modern society. With the rapid construction of such facilities, the possibility of explosions occurring inside these structures due to unforeseen accidents or deliberate acts cannot be ignored. Past catastrophic events have demonstrated the necessity of implementing anti-blast design for underground structures, particularly in vulnerable locations. This promotes investigations into the behavior of underground structures subjected to internal explosions. For the first time, a thorough simulation model is developed using the multi-material Coupled Eulerian–Lagrangian approach to examine a full-scale precast ultra-high performance concrete (UHPC) tunnel under internal explosion. The precast tunnel structure closely resembles real construction configurations. The simulation model takes into account the simultaneous interaction between the tunnel and the surrounding soil. The accuracy of the suggested simulation model is validated against experimental results. For various explosive charge weights, tunnel lining thicknesses, materials, and tunnel shapes, extensive parametric simulations are conducted. Results obtained highlighted UHPC's superiority as a substitute for conventional concrete due to its strong blast-resistant capacity. The findings from this research also shed light on the precast UHPC tunnel's structural response to an interior explosion, that can assist designers and managers choose the best design for blast protection.

Analytical study of splitting resistance of precast prestressed ultra-high performance concrete girder end zones

Ultra-high performance concrete (UHPC) has gained popularity gradually because of its superior mechanical properties, including high compressive and tensile strengths, and exceptional durability. Many researchers have explored the possibility of using long, precast prestressed UHPC girders in buildings and bridges. To do so, the girders generally require a large number of prestressing strands, which causes concern about potential cracking in the end zones at prestress release. Currently, there are no specifications or codes on end zone designs for precast prestressed UHPC girders in the United States. Thus, this paper presents an analytical study that explores highly prestressed UHPC girders’ end zone behavior. Finite element analyses were conducted to analyze the end zones of a series of UHPC girders, including one 889-mm-deep and two 813-mm-deep I-girders, and the analysis results were validated with test data. Additional finite element models were developed for other girders with heights of 1,829 mm and 2,743 mm using various reinforcement details. Bursting stress variations in the reinforcement and UHPC were reported based upon the analytical and test results. An equation for splitting resistance attributable to the reinforcement and UHPC was proposed for highly prestressed girders.

Full-Scale Experimental Study on Flexural Performance of the New Precast UHPC Diaphragm Slab in Utility Tunnels

In this paper, a bending test of a precast ultra-high-performance concrete (UHPC) diaphragm slab was carried out. The test revealed that the flexural failure process of specimens under the action of a positive bending moment can be divided into three stages: the elastic, crack-propagation, and yield stages. The first stiffness reduction of the structure was caused by cracks at the bottom of the diaphragm slab, while the second stiffness drop resulted from the yielding of the bottom longitudinal rebars. During the loading process, the ultimate bearing capacity was 3.75 times higher than the design load value (150 kN vs. 40 kN). Additionally, a nonlinear finite element model was established using Abaqus software validated by the test and exploiting parameter analysis. Based on this model, the initial crack stress of the actual slab was determined to be 5.12 MPa. Parameter analysis indicated that the shear strength of the diaphragm slab was stronger than the flexural strength, and the diaphragm slab’s bearing capacity could be improved by increasing the ratio of bottom longitudinal reinforcement. This research confirmed that the new UHPC diaphragm slab used in Guangzhou Smart City is safe, and it also helped the design of similar UHPC slabs for utility tunnels.

A novel seismic strengthening method for RC frames: Precast ultra-high performance concrete braces

A novel bracing method to strengthen the seismic behavior of reinforced concrete (RC) frames was developed in the study. The brace was made using steel reinforced ultra-high performance concrete (UHPC). UHPC is a class of tensile strain-hardening cementitious composites and has ultra-high compressive strength of greater than 120 MPa. To utilize the capacity of the UHPC brace prior to the onset of major inelastic response of the RC frame, a design method for the UHPC brace was established. In the developed strengthening method, the in-situ construction process was simplified by conveniently installing the precast UHPC brace using the UHPC connections that was constructed in-situ to link the UHPC brace to the frame. The performance of the UHPC bracing method was evaluated using cyclic loading tests on two frame specimens, i.e., a bare RC frame and a UHPC brace-strengthened RC frame. The test results showed that the UHPC brace effectively enhanced the initial stiffness, peak strength, and energy dissipation capacity of the original frame. Moreover, it successfully preserved the capacity of the columns when the UHPC brace was active without magnifying the shear demand in the columns. As a result, the strengthening method allowed the original columns to utilize their full force resisting capacity after the capacity of the UHPC brace was depleted. In addition to the experimental study, an analytical model, which was derived based on equilibrium, compatibility, and suitable material constitutive laws, was developed to reasonably evaluate the load-displacement response of RC frames strengthened with UHPC braces.

Mechanistic understanding of precast UHPC segmental beams with external tendons and epoxy joints subject to combined bending and shear

Precast ultra-high-performance concrete (UHPC) segmental bridges (PUSBs) have become a competitive bridge type in modern civil engineering. To establish a thorough mechanistic understanding of PUSBs, seven specimens were fabricated and experimentally investigated. These specimens were designed to have different longitudinal reinforcements, construction methods, joint types, shear span-to-depth ratios (λ), stirrup ratios, and numbers of shear keys. Two failure modes were observed in the tests: flexural failure with crushing of the UHPC at the joints, and shear failure with shear tension sliding and concrete spalling of the web. Additionally, it was found that although the ultimate capacity, stiffness, and cracking load of the segmental beams were slightly lower than those of the monolithic beams, the segmental beams tended to exhibit better ductility and deformation capacity. As λ increased, the ultimate capacity and stiffness of the segmental beams decreased, whereas the growth rates of the deflection and tendon stress increased. Moreover, the stirrups showed a positive effect on the cracking control ability and shear strength of the beams. The three-keyed specimen exhibited better structural behavior than the single-keyed specimen. Finally, calculation methods were proposed to predict the cracking strength and ultimate capacity of PUSBs.

Shear performance of high-strength friction-grip bolted shear connector in prefabricated steel–UHPC composite beams: Finite element modelling and parametric study

As a competitive alternative for accelerated bridge construction (ABC), prefabricated steel–ultra-high-performance concrete (UHPC) composite beams containing high-strength friction-grip bolt (HSFGB) shear connectors offer numerous advantages, including reduced on-site construction time and ease of replacing/removing deteriorated components. However, the failure mechanism of HSFGBs in UHPC remains unclear due to the lack of internal stress analysis, which hinders the design of these innovative composite beams. To clarify the shear performance of HSFGBs in prefabricated steel–UHPC composite beams, an effective finite element model (FEM) considering the non-linearities of materials and geometry was developed through ABAQUS. Based on the experimentally verified model, the internal stress transfer mechanisms of HSFGBs and the failure mechanism of precast UHPC were revealed. According to the extension parametric analysis results, a stronger HSFGB presented better shear performances in terms of ultimate shear strength, initial shear stiffness and slip capacity. Adopting oversized holes with appropriate bolt-to-hole clearance can improve the constructional efficiency without considerable strength and stiffness reduction. HSFGBs with low bolt pretension exhibited unfavorable initial shear stiffness, while smaller slip capacity in high bolt pretension conditions. A smaller ductility was observed as the steel beam tensile strength and slab concrete strength increased. Additionally, the ACI 318–19, Eurocode 3, and AASHTO LRFD specifications underestimated the shear strength of HSFGBs, whereas the Eurocode 4 presented acceptable predictions in determining the ultimate shear capacity of HSFGBs in prefabricated steel–UHPC composite beams.

Effects of stud aspect ratio and cover thickness on push-out performance of thin full-depth precast UHPC slabs with grouped short studs: Experimental evaluation and design considerations

Steel-precast ultra-high-performance concrete (UHPC) composite beams containing grouped short studs in thin full-depth slabs are an economical and eco-friendly alternative for accelerated bridge construction (ABC). Nevertheless, there is limited information on the push-out performance of thin full-depth precast UHPC slabs with grouped short studs. To this end, this study examined the impacts of stud heights disturbing from 35 mm to 85 mm, stud diameters ranging from 16 mm to 22 mm, and cover thicknesses varying from 15 mm to 65 mm on the push-out performances of such members. The test results indicated that increases in stud height yielded insignificant enhancements in the shear stiffness, strength, and ductility of grouped short studs embedded in thin full-depth precast UHPC slabs. Similarly, variations in the stud height and cover thickness exerted negligible influence on the structural performance. Notwithstanding, larger cover thicknesses or larger stud diameters allow the stud to exhibit attractive shear behaviors. Based on these results, a lower limit of 1.84 for stud aspect ratios (i.e. the ratio of stud height to stud diameter) and 15 mm for cover thickness were recommended. Finally, more accurate formulas were developed to predict the shear capacity of studs by capturing weld collar contributions and to simulate the load-slip relationship of grouped short studs embedded in thin full-depth precast UHPC slabs by considering the effects of slab thickness.

Longitudinal shear behavior and design method of UHPC connection for prefabricated slabs in composite beams

Ultra-high-performance concrete (UHPC) has advantages in mechanical properties and bond properties, which was available to connect the precast members of prefabricated composite structures. In this paper, some kinds of wet connections with post-cast UHPC applied in the composite beam with prefabricated components (slab and steel beam) were designed, and the longitudinal force-slip behaviors for the above UHPC connections were investigated through a series of push-out tests. In the case of the specimens with the post-cast UHPC rectangular connection, which failed in the interface between the precast slab and UHPC connection instead of the concrete region around the stud connectors, the increase in interface reinforcement ratio was beneficial for enhancing the interface shear resistance. The arrangement of two layers of steel bars out of the precast slab side could make full use of the plastic properties of bottom interface reinforcements to strengthen the ultimate shear strength and ductility of the interface. Compared with the rectangular connection, the post-cast UHPC connection with T-section presented a better interface performance by increasing the bond area, while the increase of the transverse width only worked in a limited range due to the interface shear lag effect. Based on the experimental and theoretical analyses, the formulas corresponding to different types of post-cast UHPC connections in prefabricated composite beams were proposed to calculate the longitudinal shear capacity, then the composition of equations and the reduction factors corresponding to different conditions were recommended.

Experimental and numerical study on shear performance of externally prestressed precast UHPC segmental beams without stirrups

Externally prestressed precast ultra-high performance concrete (UHPC) segmental beams without stirrups (EP-WS-PUSBs), a bridge system fabricated by the novel material UHPC, have been widely concerned by scholars. However, the lacking of relevant research on shear behaviors impedes the application of EP-WS-PUSBs. In this paper, seven segmental beams and one monolithic beam were fabricated and tested for failure. This research focused on the influences of experimental parameters, including span-to-depth ratios (1.5, 2.0, and 2.5), the content of steel fibers (0 %, 1.5 %, and 2.0 %), and stirrup spacings (75 mm and 150 mm). A finite element model (FEM) by ABAQUS 6.14 was established to further explore the shear behavior of EP-WS-PUSBs. The numerical analysis containing span-to-depth ratio (1.25, 1.75, and 2.25), joint location (200 mm, 300 mm, and 400 mm), and joint number (2 and 4) were performed. The tiny and dense cracks were observed in UHPC beams with steel fibers, the existence of steel fibers effectively restrained the cracks. The higher shear and cracking strength could be achieved by the increasing content of steel fibers. The shear strength of EP-WS-PUSBs with 2.0% steel fibers volume in fraction increased by 2.65 % and 25.82% than those with 1.5% and 0% steel fibers, respectively. The stirrups could comparably increase the shear strength, as well as improved the stiffness. The results from modified France (Code NF P 18–710 formula) for calculating the shear strength of EP-WS-PUSBs which considered the reduction factor of 0.85 could relatively accurately predict the experimental values, inferred from an average ratio of the predicted values to the experimental results of 0.88, with the standard deviation of 0.14.

Shear behavior of joints in precast UHPC segmental bridges under direct shear loading

The joints in precast ultra-high-performance concrete (UHPC) segmental bridges (PUSBs) play significant roles in the structural performance of PUSBs, which require systematic investigation to establish a thorough understanding of their shear behavior. To this end, the push-off tests for 11 UHPC joints, including 9 epoxy joints and 2 dry joints, were carried out to obtain the failure modes, crack distribution, and the load-relative vertical displacement relationships. The confining stress, number of shear keys, and joint types were the critical test parameters considered in this study. Experimental results show that the failure mode of flat epoxy joints was the spalling of the epoxy, and no visible damage was observed on the surface of joints. For the keyed epoxy joints, the brittle shear-off of shear keys led to the failure of joints. However, dry joint specimens showed severe damage and spalling of UHPC. The shear capacity of UHPC joints effectively improved as the confining stress and number of keys increased, and the epoxy joints exhibited a higher shear capacity than the dry joints. The shear strength formulas of UHPC joints were developed and the calculated results from the proposed formulas agreed well with the test results with an average ratio of 1.05 and a coefficient of variation of 0.079. Moreover, four calculation models for the UHPC joint shear strength were proposed based on the forms of existing shear strength formulas of UHPC joints and 61 push-off test results available in the previous studies were used to evaluate the calculation models.

Conceptual design and investigation of an innovative joint for the rapid and precise assembly of precast UHPC elements

Buildings assembled on site from precast concrete elements have several advantages compared to monolithic structures, such as fabrication in flow production, rapid and precise erection as well as controlled disassembly. The joints of segmental structures have a significant influence on the design of the structure, the assembly and the load transfer of the bearing elements. In this study, the mechanism of shear force transmission of a developed ultra-high performance concrete (UHPC) mortise in conjunction with a steel tenon under additional post-tensioning forces was investigated. Numerical investigations and experimental tests were conducted focusing on the shear behavior of planar surfaces, the load–displacement behavior of the developed dry joint and the failure modes under different normal stresses. The results show that the Coulomb friction law is not fully applicable to the friction of plane UHPC surfaces with micro-roughness under high normal stresses. The data obtained from FE simulations show good agreement with the results from full-scale experimental tests and the characteristic shear capacities are adequate for further design of the developed dry joint.

Numerical and analytical studies of flexural behaviour of prestressed UHPC joints

This study numerically and analytically investigates flexural behaviour of precast ultrahigh performance concrete (UHPC) segments connected by post-tensioned prestressing strands with or without epoxy on keyed joint surfaces. The analytical formulas are proposed for calculation of joint opening load and ultimate flexural capacity, and a numerical model is established to investigate flexural behaviour of the jointed beam. The joint surfaces without epoxy are simulated by a pair of contact elements with a friction coefficient of 0.6. For the joint surfaces with epoxy, besides the contact elements, a spring element is defined for consideration of the epoxy and an optimized force–displacement relationship is first proposed and input for the spring property. The previous test data and data from one intact beam with low reinforcement ratio tested in the present study are used for validation of the analytical and numerical calculations. The numerical results agree well with the test results in terms of load-midspan deflection, load-joint opening displacement as well as failure modes. Based on the validated numerical model, the effect of number of prestressing strands and beam depth on the flexural behaviour of the prestressed jointed beam is investigated. This study will promote prestressed UHPC joints’ application in practical engineering.

Normal concrete and ultra-high-performance concrete shrinkage and creep models: Development and Application

Because of the excellent tensile and compressive strength and durability of ultra-high-performance concrete (UHPC), a precast UHPC tube filled with normal concrete (NC) (abbreviated as NFUT) has been proposed to accelerate structure construction, reduce maintenance cost, and enhance the bearing capacity. However, the long-term deformation of the NFUT composite column has been rarely studied. To numerically analyze the long-term deformation of the new NFUT composite column due to concrete creep and shrinkage, the individual creep and shrinkage models for the NC column and the precast UHPC tube are needed. The objective of the present research was to conduct the shrinkage and creep tests and determine the creep and shrinkage models for the NFUT structure, fitting the existing models in different codes and standards with collected test data. Results showed that the B3 model effectively simulates the creep and shrinkage of the NC column, and the modified ACI209 model is suited for the creep of the precast UHPC tube. Moreover, a finite element model (FEM) of an actual bridge using the NFUT composite piers is established to verify the proposed models and highlight the structure’s advantages. Through the FEM result comparison between the full NC and NFUT composite piers, the maximal vertical deformation of the pier top is reduced by 56.6%, and the average NC stress at the pier bottom is reduced by 19.9% due to the 10-year shrinkage and creep in the composite piers. The NFUT piers significantly reduce the midspan vertical deformation and side-span rotations around the transverse direction, while its effect on the key cross-sectional normal stresses of the main girder is small.