Precast Concrete Panels Research Articles

Simplified full-depth precast concrete deck panel systems for accelerated bridge construction

A simplified full-depth precast concrete deck panel system for accelerating bridge construction (ABC) is introduced and a finite element analysis (FEA) is conducted to investigate the static and dynamic responses of this conceptual deck system. The FEA results are compared to those of the traditional full-depth precast concrete deck panel system. The comparison results show that the mechanical behavior of the new deck system is different from that of the traditional deck system. The concrete decks in the new system act as two-way slabs, instead of the one-way slab in the traditional system. Meanwhile, the connections in both the longitudinal and transverse directions may need to accommodate the negative moments. Compared to those in the traditional system, the longitudinal nominal stress at middle span increases a lot in the new deck system and the effective flange width varies significantly. In addition, the dynamic results show that the impact factor is influenced by the spacing of connections. Finally, some design concerns of the new deck system are proposed.

Surface flatness and distortion inspection of precast concrete elements using laser scanning technology

Precast concrete elements are widely used in the construction of buildings and civil infrastructures as they provide higher construction quality and requires less construction time. However, any abnormalities in precast concrete surfaces such as non-flatness or distortion, can influence the erection of the elements as well as the functional performance of the connections between elements. Thus, it is important to undertake surface flatness and distortion inspection (SFDI) on precast concrete elements before their delivery to the construction sites. The traditional methods of SFDI which are conducted manually or by contact-type devices are, however, time-consuming, labor-intensive and error-prone. To tackle these problems, this study proposes techniques for SFDI of precast concrete elements using laser scanning technology. The proposed techniques estimate the FF number to evaluate the surface flatness, and estimate three different measurements, warping, bowing, and differential elevation between adjacent elements, to evaluate the surface distortion. The proposed techniques were validated by experiments on four small scale test specimens manufactured by a 3D printer. The measured surface flatness and distortion from the laser scanned data were compared to the actual ones, which were obtained from the designed surface geometries of the specimens. The validation experiments show that the proposed techniques can evaluate the surface flatness and distortion effectively and accurately. Furthermore, scanning experiments on two actual precast concrete bridge deck panels were conducted and the proposed techniques were successfully applied to the scanned data of the panels.

Structural solutions based on intensive use of steel for over-roofing of existing precast concrete panel buildings

An important segment of the Romanian urban population, similar to other Eastern European countries, lives in collective residential apartment buildings made using large prefabricated concrete panels. Most of these structures were built between 1960 and 1989 and present major issues concerning aesthetical aspects, lack of internal space, problems related to thermal comfort and, last but not least, weak energy efficiency. The presence of flat roofing system, generally with hydrothermal faults, represents an additional problem which leads to deficient living conditions of the last-storey inhabitants in many cases. Besides other ways of improving the conditions of such apartment houses, the over-roofing is welcome in order to both increase the habitable area and provide adequate roofing for the building. This article presents three types of over-roofing structural solutions, in two solutions, based on intensive use of steel, using (1) hot-rolled steel profiles, (2) rectangular hollow sections and (3) cold-formed steel profiles, respectively. In order to determine the optimum over-roofing system, the study analyses the structural design possibilities and particularly the connection between the new and old structural elements.

Experimental and numerical study on steel-concrete composite shear wall using light-weight concrete

In the present study, the behaviour of concrete stiffened steel plate shear wall (CSPSW) using precast light weight-concrete panels is experimentally and numerically investigated. Three one-bay one-story CSPSW specimens were designed, fabricated, and tested. The steel materials and dimensions of all specimens were the same; however, their precast concrete panels were different. One of the specimens had a precast normal-weight concrete panel on one side of the infill steel plate; on the other hand, another specimen had a light-weight one. The third specimen had two light-weight concrete panels on both sides of the steel plate. The quasi-static cyclic test results indicate that CSPSW with a light-weight concrete panel is a reliable lateral load-resisting system for steel structures. In addition, the shear capacity of specimen with light-weight concrete was approximately similar to specimen with normal-weight one. Therefore, it can be inferred the new system is able to reduce the seismic mass and improve the behaviour of steel structures. In this study, the light-weight concrete panel was 36% lighter than normal-weight panel. Based on the test data, specimens could tolerate high inter-story drift between 5.04% and 6.24% until the shear capacity decline in 80% of the maximum shear load recoded in the test. It should be mentioned that the infill steel plate of CSPSW undergoes entirely inelastic deformation and dissipates significant seismic energy through large lateral displacement.

Panel connection details in existing New Zealand precast concrete buildings

Following the 2010/2011 Canterbury earthquakes the seismic design of buildings with precast concrete panels has received significant attention. Although this form of construction generally performed adequately in Christchurch, there were a considerable number of precast concrete panel connection failures. This observation prompted a review of more than 4700 panel details from 108 buildings to establish representative details used in both existing and new multi-storey and low rise industrial precast concrete buildings in three major New Zealand cities of Auckland, Wellington and Christchurch. Details were collected from precast manufacturers and city councils and were categorised according to type. The detailing and quantity of each reviewed connection type in the sampled data is reported, and advantages and potential deficiencies of each connection type are discussed. The results of this survey provide a better understanding of the relative prevalence of common detailing used in precast concrete panels and guidance for the design of future experimental studies.

Response of precast foamed concrete sandwich panels to flexural loading

This paper presents the results of an experimental and analytical investigation of a total of six precast foamed concrete sandwich panels (PFCSPs) as one-way acting slabs tested under flexural loads. Foamed concrete of 25.73MPa was used to produce the PFCSP concrete wythes. The results obtained from the tests have been discussed in terms of ultimate flexural strength capacity, moment-vertical deflection profile, load–strain relationship, strain variation across the slab depth, influence of aspect ratio, cracking patterns, and ultimate flexural load at failure. An analytical study of finite element analysis (FEA) as a one-way slab model was then conducted. The increase in aspect ratio (L/d) from 18.33 to 26.67 shows a reduction of 50% and 69.6% on the ultimate flexural strength capacity as obtained experimentally and in FEA models, respectively. Theoretical analyses on the extremes of fully composite and non-composite actions were also determined. The experimental results showed that cracking patterns were observed in one direction only, similar to those reported on a reinforced concrete solid slab, as well as precast concrete sandwich panels, when both concrete wythes act in a single composite manner. The experimental results were compared with FEA model data, and a significant degree of accuracy was obtained. Therefore, the PFCSP slab can serve as an alternative to the normal concrete slab system in buildings.

Analytical approach to flexural response of partially composite insulated concrete sandwich walls used for cladding

An analytical model was developed to predict the flexural response, and determine the impact of various shear connector parameters on the behavior, of architectural partially-composite precast concrete insulated panels. The sandwich system incorporates two concrete wythes with expanded polystyrene foam and angled shear connectors in between. The model accounts for material nonlinearity and cracking and incorporates idealized load–slip relationships to determine the amount of shear force transferred between wythes, which controls the degree of composite action. The model agrees well with experimental results of a large database from literature, having an average difference in peak loads of −1.0% with a standard deviation of 13.4%. A comprehensive parametric study investigated the effect of connector spacing, diameter, insertion angle, shear modulus of insulation, and connector material, namely steel and fiber-reinforced polymer, on the degree of composite action and hence on the load–deflection response. These parameters were also shown to critically affect failure mode, where a transition from a connector’s material or pull-out failure to a flexural failure of the reinforced concrete wythe occurs. It was also shown that insulation bond alone contributes substantially, about 47% composite action by strength. Finally, for design purposes, the model can estimate the size and spacing of shear connectors to give a desired degree of composite action.

Laboratory Testing of GFRP-RC Panels with UHPFRC Joints of the Nipigon River Cable-Stayed Bridge in Northwest Ontario, Canada

AbstractThis study investigates the behavior of ultrahigh-performance fiber-reinforced concrete (UHPFRC) joints between precast concrete panels reinforced with glass-fiber-reinforced polymer (GFRP) bars that are being used in the first cable-stayed bridge in northwest Ontario, Canada (Nipigon, Nipigon River Bridge). The test panels, which simulated the deck panels of the Nipigon River Bridge, were fabricated at the same precast facility in Ontario and delivered to the University of Sherbrooke for flexural testing until failure. The test matrix included eight panels measuring 3,000 mm long × 1,000 mm wide × 220 mm thick. The tests included three reference specimens without structural joints (one reinforced with steel bars and two reinforced with GFRP bars) and five jointed specimens (one reinforced with steel bars and four reinforced with GFRP bars). The structural joint width was a constant 220 mm for all jointed specimens. The specimens were tested in a cantilever-panel setup with the UHPFRC joint subjec...

Structural Behavior of Precast Foamed Concrete Sandwich Panel Subjected to Vertical In-Plane Shear Loading

Experimental and analytical studies were accomplished to examine the structural behavior of precast foamed concrete sandwich panel (PFCSP) under vertical in-plane shear load. PFCSP full-scale specimens with total number of six were developed with varying heights to study an important parameter slenderness ratio (H/t). The production technique of PFCSP and the procedure of test setup were described. The results obtained from the experimental tests were analysed in the context of in-plane shear strength capacity, load-deflection profile, load-strain relationship, slenderness ratio, shear cracking patterns and mode of failure. Analytical study of finite element analysis was implemented and the theoretical calculations of the ultimate in-plane shear strengths using the adopted ACI318 equation for reinforced concrete wall were determined aimed at predicting the in-plane shear strength of PFCSP. The decrease in slenderness ratio from 24 to 14 showed an increase of 26.51% and 21.91% on the ultimate in-plane shear strength capacity as obtained experimentally and in FEA models, respectively. The experimental test results, FEA models data and theoretical calculation values were compared and provided a significant agreement with high degree of accuracy. Therefore, on the basis of the results obtained, PFCSP wall has the potential use as an alternative to the conventional load-bearing wall system.

Fire Resistance and Post-fire Seismic Behavior of High Strength Concrete Shear Walls

In this study, both fire tests and low-frequency cyclic loading tests after fire were conducted on three conventional high strength concrete (HSC) shear walls and a superimposed HSC shear wall with precast recycled aggregate concrete (RAC) panels. The RAC in this paper was made with recycled concrete aggregate. When specimens suffered the fire exposure on one side for 45 min, 90 min, and 135 min separately, spalling of concrete, temperature distribution and deformation of specimens were investigated as indicators of fire response. When specimens were subjected to cyclic load after fire, hysteresis curves were obtained, based on which the secant stiffness degradation and energy dissipation capacity of walls were analyzed. The results indicated that HSC would suffer severe spalling during the fire and that fire response of the superimposed wall including spalling was smaller than that of conventional walls. Using RAC panel as a thermal barrier was found to be effective to alleviate spalling, as it reduced more than 60% of spalling of HSC compared with bare walls. Based on the seismic tests results, the fire exposure deteriorated the load bearing capacity, lateral stiffness and energy dissipation capacity of walls, whereas the application of RAC panels improved the load bearing capacity by about 10% even when the superimposed wall was exposed to the fire for a long time.

Design and Implementation of Self-Consolidating Concrete for Connecting Precast Concrete Deck Panels to Bridge Girders

AbstractAn experimental program was undertaken to develop and evaluate the performance of self-consolidating concrete (SCC) designed for connecting precast concrete deck panels to supporting bridge girders. The effect of curing conditions on early-age expansion and shrinkage of SCC made with expansive materials was evaluated. The effect of batching sequence, concrete temperature, and superplasticizer/water demand on SCC performance was investigated. Field mockup testing was conducted to evaluate the flowability and pumpability of the proposed SCC. Test results showed that the proposed SCC can maintain high filling and passing ability for 2 h and can exhibit adequate stability. The slump flow of the recommended SCC is 730±50 mm (29±2 in.), the L-box blocking ratio is greater than 0.80, the difference between slump flow and J-ring is less than 50 mm (2 in.), and the V-funnel flow time is less than 6 s. The developed SCC mixture was implemented in the construction of the Kearney East Bypass Bridge Project ...

Modeling, Analysis, and Behavior of Load-Carrying Precast Concrete Sandwich Panels

AbstractThis paper investigates the behavior of precast concrete sandwich panels (PCSPs) made with truss shear connectors, which accounts for partial shear interaction. A theoretical model is developed based on variational principles and equations of equilibrium that account for the axial and bending rigidities of reinforced concrete (RC) layers and their potential cracking, the shear and normal rigidities of the insulation layer, and the elastic flexibility of the diagonal truss connectors. This layered modeling approach is general and can be used to describe the structural behavior under various loading patterns and boundary conditions, with the influence of the partial shear interaction as an automatic outcome of the analysis. As such, it provides a better and a more reliable tool than other existing simplified models in the literature for describing the complex structural behavior of PCSPs. A parametric study is presented, which investigates key parameters in the design of concrete sandwich panels, su...

Full-Scale Testing of a Precast Concrete Supertile Roofing System for Hurricane Damage Mitigation

AbstractHigh wind-induced suctions cause significant damage in traditional roofing systems, leading to subsequent rain intrusion and loss of interior contents. Damages include, among others, failure of tiles or shingles and in many roofing systems are related to workmanship-related issues, such as inadequate spacing of nails or poor application of foam adhesive. This paper proposes a new composite roofing system, which consists of large precast concrete structural panels designed to replicate the architectural shape of high-profile roof tiles. The system allows the components and cladding (C&C), usually placed onto the structure, to be incorporated into the main wind force resisting system (MWFRS). The roofing panels, therefore, serve both as a structural system and as an architecturally pleasing building envelope. As a first step toward the full development of the proposed system, full-scale tests were performed to evaluate its system-level structural performance, including its connections. The results a...

Shear Capacity of CFRP Posttensioned Grouted Transverse Joints under Concentrated Loads

AbstractThe transverse joint between full-depth precast concrete panels in accelerated bridge construction (ABC) is a critical element for satisfactory performance of bridge decks. Live loads on bridge decks are caused by concentrated loads from truck tires. The shear capacity of new female-to-female grouted transverse joints constructed with precast concrete panels under concentrated loads was investigated and compared to experimental results. The experiments were carried out on transverse joints posttensioned with carbon-fiber-reinforced polymer (CFRP) rods and on non-posttensioned joints. A finite-element model was developed to determine stress transfer of concentrated loads at transverse joints. Two different design distribution widths were investigated based on (1) AASHTO recommendations and (2) finite-element analysis. Four methods were considered for calculating transverse joint capacity: shear friction, strut-and-tie model, principal tension stress, and a beam shear equation under axial compressio...

Precast segmental reinforced concrete walls under eccentric compressive loading: An experimental study

Precast Segmental Reinforced Concrete Walls (PS-RCWs) are construction units recently developed for modern modular construction. A typical PS-RCW is comprised of cast-in-place concrete enclosed by two precast concrete panels. This paper experimentally investigates performance of the PS-RCWs under eccentric compressive loading. Eight specimens including seven PS-RCW specimens and one conventional cast-in-place reinforced concrete wall specimen were tested. Test results show that the bonding strength between the cast-in-place concrete and precast concrete panels controls the failure modes of the PS-RCWs under eccentric compressive loading. It is found that a PS-RCW with sufficient bonding strength between the cast-in-place concrete and precast concrete panels exhibits the more favorable failure mode in which a plastic zone forms in the wall as a result of the eccentric compressive loading. Testing data also revealed that the classic strain and stress diagrams assumed for reinforced concrete members under eccentric compressive loading can be extended to PS-RCWs. An analytical model recommended in the Chinese National Code for Design of Concrete Structures (GB50010-2012) was found to provide reasonable predictions for strength of the PS-RCWs under eccentric compressive loading and it is recommended for future practice.

A new precast wall connection subjected to monotonic loading

Final construction project cost is significantly determined by construction rate. The Industrialized Building System (IBS) was promoted to enhance the importance of prefabrication technology rather than conventional methods in construction. Ensuring the stability of a building constructed by using IBS is a challenging issue. Accordingly, the connections in a prefabricated building have a basic, natural, and essential role in providing the best continuity among the members of the building. Deficiencies of conventional precast connections were observed when precast buildings experience a large induced load, such as earthquakes and other disasters. Thus, researchers aim to determine the behavior of precast concrete structure with a specific type of connection. To clarify this problem, this study investigates the capacity behavior of precast concrete panel connections for industrial buildings with a new type of precast wall-to-wall connection (i.e., U-shaped steel channel connection). This capacity behavior is compared with the capacity behavior of precast concrete panel connections for industrial buildings that used a common approach (i.e., loop connection), which is subjected to monotonic loading as in-plane and out-of-plane loading by developing a finite element model. The principal stress distribution, deformation of concrete panels and welded wire mesh (BRC) reinforcements, plastic strain trend in the concrete panels and connections, and crack propagations are investigated for the aforementioned connection. Pushover analysis revealed that loop connections have significant defects in terms of strength for in-plane and out-of-plane loads at three translational degrees of freedom compared with the U-shaped steel channel connection.

A study on strengthening of reinforced concrete frames using precast concrete panels

This study describes the effectiveness of the behavior resulting from strengthening infill walls in existing reinforced concrete frame systems with low resistance against earthquake effects using precast concrete panels. In this study, a strengthening method that can be applied without building occupants having to leave the building was investigated. For this purpose, six 1/2 scale, two-story and single span test specimens with brick infill walls and low earthquake resistance, which have common errors seen in existing reinforced concrete buildings, were generated. The first of test frames with equivalent properties was tested as the reference specimen under reversible repeatable lateral loads. Others were tested after high-strength concrete panels produced in different geometric shapes were strengthened by bonding them onto existing frame infill walls. Brick infill walls strengthened using concrete panels were modeled as shell elements by SAP2000 software package and the accuracy of experimental studies were compared with analytical results. Experimental and analytical studies demonstrated that the reinforcement method significantly improved properties, such as resistance to lateral loads, energy dissipation capacity, of brick infill reinforced concrete frames.

Structural behavior of axially loaded precast foamed concrete sandwich panels

This paper presents results from an experimental and analytical study of precast foamed concrete sandwich panels (PFCSPs). Full-scale experimental tests of six PFCSPs were conducted to study the behavior of the panels under axial loads. Foamed concrete (FC) was used to cast PFCSP concrete wythes. The axial load-bearing capacity, load–deflection profiles, load–strain relationships, slenderness ratio, load–displacement, load–deformation, failure and collapse modes, cracking patterns, and propagations under constant increments of axial loads were recorded and discussed. The properties and use of FC were briefly reviewed. Results of the experimental test and finite element analysis were compared with the theoretical values calculated based on the American Concrete Institute (ACI) design equation for a solid concrete wall and other empirical formulas developed by antecedent researchers which might be applicable to predict the ultimate load-bearing capacity of sandwich panels. A semi-empirical formula was proposed based on the laboratory test and finite element analysis results.

Vertical Facing Panel-Joint Gap Analysis for Steel-Reinforced Soil Walls

AbstractThis paper reports the results of a numerical parametric study focused on the prediction of vertical load distribution and vertical gap compression between precast concrete facing panel units in steel-reinforced soil walls ranging in height from 6 to 24 m. The vertical compression was accommodated by polymeric bearing pads placed at the horizontal joints between panels during construction. This paper demonstrates how gap compression and magnitude of vertical load transmitted between horizontal joints are influenced by joint location along the height of the wall, joint compressibility, and backfill and foundation soil stiffness. The summary plots in this study can be used to estimate the number and type (stiffness) of the bearing pads to ensure a target minimum gap thickness at the end of construction, to demonstrate the relative influence of wall height and different material component properties on vertical load levels and gap compression, or as a benchmark to test numerical models used for proje...

共用廊下増築を伴う既存壁式プレキャスト鉄筋コンクリート構造集合住宅建物の耐震性能評価

Significant number of wall-type precast reinforced concrete (WPC) residential buildings exist in Japan, constructed during the 1960-70s.They are assembled using prefabricated concrete panels for the slabs and walls and of high quality in terms of the structural conditions. In order to utilize them, seismic behavior of the existing buildings extended with new corridor and elevator structures were analytically evaluated. Static pushover analyses were conducted considering inelastic behavior of members and connections between the existing precast concrete wall panels. The ultimate lateral strength of the extended buildings were nearly equivalent to that of the existing buildings.