Full-depth Precast Concrete Panels Research Articles

Evaluation of high performance cementitious grouts for connecting precast concrete bridge deck panels

The use of full-depth precast concrete panels for rehabilitation of bridge decks allows fast installation and all-weather construction. Typically, precast panels are prefabricated in a well-controlled environment, resulting in strong and durable products. Undoubtedly, they will perform well under the traffic loading and weathering. However, the panel joints that are closed later with grout pour may degrade prematurely, leading to a less desirable composite action. Obviously, the lack of overall system performance causes concerns that limit the wider application of this innovative construction method. Conventionally, cementitious grouts, epoxy mortars or polymer concretes are used for the closure pour. In general, epoxy mortars or polymer concretes have extremely low permeability and dry shrinkage, as well as good adhesion with the substrate; but they are difficult to mix and clean, very sensitive to moisture variations, and incompatible with the substrate under thermal and mechanical loads. As a result, deficient bonding may occur, particularly when longitudinal post-tensioning is not provided, causing leaking and rusting. Oppositely, cementitious grouts are easier to mix and more compatible with the concrete substrate; however, they are more prone to shrinkage. More recently, advances in cementitious materials resulted in the development of Ultra-High Performance Concrete (UHPC). While this material has demonstrated exceptional performance when used for the closure pour; it requires special mixing to well disperse the particles and careful attention must be paid to the construction and curing practices to achieve enhanced mechanical and durability properties. As a result, testing of various types of grout materials is essential to establish the quality and serviceability of these materials. It is the intention of this paper to evaluate the performance of different cement-based grouting materials and to provide bridge engineers with useful database as to what materials are preferred for a specific project.

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...

Performance of CFRP posttensioned transverse grouted joints for full-depth precast concrete panels

One method employed in accelerated bridge construc- tion is the use of full-depth precast concrete panels to construct new bridge decks or replace existing ones. The grouted transverse joint between precast concrete deck panels is one of the most vulnerable elements of the bridge deck. To extend the life of precast concrete bridge decks, it is imperative to improve the integrity of the grouted transverse joint. This paper compares the effect of low posttensioning stress on the initial joint cracking load, the peak load, and the overall behavior of precast concrete panels at a new female-to-female grouted transverse deck joint. Nine specimens with grouted transverse joints were tested monotonically to failure using an equivalent concentrated double-tire truck load. Three of the nine specimens had no posttensioning, three specimens were subjected to a 35 psi (240 kPa) posttensioning stress, and three were subjected to a 48 psi (330 kPa) posttensioning stress using carbon-fiber-reinforced polymer rods. Low posttensioning stress in the panel joint area increased both the initial joint cracking load and peak load capacity of the specimens and changed the failure mode from a bond failure of grout to concrete for the specimens without posttensioning to a tensile failure of the grout for the post- tensioned specimens.

Study on Flexural Behavior of the Steel-Full Depth Precast Concrete Panel Beams

Based on twelve push-out specimens with different holes filling different materials,the paper compared and analyzed the capacity and the corresponding slip value of the stud shear connector.Meanwhile, tests were also conducted on three composite steel-FDPCP(Full-Depth Precast Concrete Panel) beams with different holes shape and degree of shear connection to investigate the characteistics of load-displacement,load-deflection,load-strain of the total cross section and monolithic action of the entire cross section in the paper. The results show that, as to the two different kinds of holes shape ,the strength of the stud shear connectors of square push-out specimens was huger than that of circular specimens with the same condition; the strength of stud shear connectors in steel-concrete composite structure was decided by the strength of concrete surrounding the shear in the holes, with increasing concrete strength, the strength of stud shear connectors improved greatly; the composite steel-FDPCP beams failed in bending,plane section was maintained in composite beams throughout the testing process.the composite steel-FDPCP beams have some merits :good bearing capacity, good anti-bend capability, fast pile-driving pace and perfect work behaviors as a whole;the ultimate flexural capacity of the composite steel-FDPCP beams with a full shear connection is close to that of a partial shear connection. The outputs of this study are very useful for further understanding of the characteristics of the composite steel-FDPCP beams,it is also expected that the results presented in this paper should be valuable for the design of the composite steel-FDPCP beams.

Full-Scale Testing of Prefabricated Full-Depth Precast Concrete Bridge Deck Panel System

The implementation of a prefabricated full-depth precast concrete deck system is an innovative technique that accelerates the rehabilitation process of a bridge deck extending its service life for the purpose of reducing user delays, and community disruptions and lowering its life-cycle costs. A full-scale, two-span continuous prototype bridge 82 ft (25 m) long and 18 ft (5.5 m) wide was designed, constructed, and tested for service load, overload, and ultimate load to study the constructibility and structural performance of the prefabricated full-depth precast concrete bridge deck system. The bridge superstructure is composed of 11 prefabricated full-depth precast concrete panels placed on three steel beams (W18 x 86) and made fully composite with shear connector pockets and shear studs. The experience gained from the sequence of construction events such as fabrication, handling and erection, grouting of transverse joints, longitudinal post-tensioning, and grouting of haunches and shear connector pockets in addition to the results derived from testing a full-scale prototype bridge indicated that a prefabricated, post-tensioned deck system is workable and constructible. Finite element analysis and experimental test results also indicated that a full composite action was maintained between the post-tensioned precast concrete panels and the supporting system; also, no cracks were observed in the transverse joints at the negative moment regions.

Experimental Behavior of Full-Depth Precast Concrete Panels for Bridge Rehabilitation

An effective and economic design concept can be implemented for the rehabilitation of existing highway bridges and new bridge construction involving the application of full-depth precast or precast prestressed concrete panels that can be installed on concrete or steel beams. To verify the effectiveness of these structural systems, an experimental study was conducted on the proposed system to investigate the joints between adjacent precast panels, shear pocket connection between the precast panels and its supporting system to achieve full composite action, and the amount of concentric prestressing force that is needed in the deck system in the longitudinal direction to provide continuity and to secure the tightness of the transverse joints. The experimental objectives of the study included modeling a continuous prototype bridge with full-depth precast panels on steel stringers. These models were subjected to static and fatigue simulated American Association of State Highway and Transportation Officials truck loading. For the purpose of studying the effect of posttensioning, the bridge deck system for the first bridge model was not posttensioned longitudinally, while the decks for the second and third bridge models were posttensioned with a prestress level of 1.43 MPa (208 psi) and 2.62 MPa (380 psi), respectively. The effect of posttensioning was clearly evident in that first cracking initiated in the transverse joints near the central support (maximum negative moment region) for the nonposttensioned bridge model, while first cracking initiated in the central panel (over the central support) for the last two bridges. The applied load that caused the nonposttensioned bridge deck to crack was approximately one-third that of the posttensioned bridge deck models.

Field Performance of Full Depth Precast Concrete Panels in Bridge Deck Reconstruction

There have been many applications of full depth precast and precast, prestressed concrete deck panels for bridge rehabilitation in North America. This paper presents the findings obtained through an investigation conducted in the United States to evaluate the field performance of bridge deck panels. The states included in the investigation were Illinois, Connecticut, Virginia, Maryland, lowa, California, New York, Alaska, Ohio, Pennsylvania, and Washington, D. C. The investigation mainly consisted of a visual inspection of bridges selected through an earlier phase of the overall study. The inspection process entailed a general visual search for any problems associated with the joints between adjacent precast concrete panels as well as the connection between the deck and supporting system and the condition of the overlay system. The investigation also included discussions with state engineers regarding the design, construction, and performance of the precast concrete panels. This paper is part of an investigation carried out for an Illinois Department of Transporlation rehabilitation program