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Relevant bibliographies by topics / Post-tensioned prestressed concrete construction – Testing

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Academic literature on the topic 'Post-tensioned prestressed concrete construction – Testing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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Journal articles on the topic "Post-tensioned prestressed concrete construction – Testing"

1

Breen, John E., Michael E. Kreger, Christopher D. White, and Gordon C. Clark. "Field evaluation and model test of a composite wing-girder bridge." Canadian Journal of Civil Engineering 14, no. 6 (1987): 753–62. http://dx.doi.org/10.1139/l87-113.

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This paper presents the key observations and conclusions from the evaluation of an innovative "loose-fit" composite, post-tensioned concrete wing-girder bridge proposed for an elevated interstate highway expansion in an urban environment. The evaluation program included both testing to destruction of a 1/2-scale model of a partial span as well as construction monitoring and field testing at service load levels of a full-scale prototype two-span bridge. Results of both construction measurements and loading tests were compared with analytical predictions. Laboratory tests showed the composite behavior of the wing-girder joint to be fully effective and a high level of load transfer between wings to be present. Recommendations for modification of the prototype design are made to improve constructibility, durability, structural performance, and economy. Key words: box girder, bridge, post-tensioned, prestressed concrete, reinforcement, stresses, temperature, tendons.

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Samir, Peter, and George Morcous. "Precast Prestressed Concrete Truss-Girder for Roof Applications." Journal of Structures 2014 (December 14, 2014): 1–13. http://dx.doi.org/10.1155/2014/524156.

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Steel trusses are the most popular system for supporting long-span roofs in commercial buildings, such as warehouses and aircraft hangars. There are several advantages of steel trusses, such as lightweight, ease of handling and erection, and geometric flexibility. However, they have some drawbacks, such as high material and maintenance cost, and low fire resistance. In this paper, a precast concrete truss is proposed as an alternative to steel trusses for spans up to 48 m (160 ft) without intermediate supports. The proposed design is easy to produce and has lower construction and maintenance costs than steel trusses. The truss consists of two segments that are formed using standard bridge girder forms with block-outs in the web which result in having diagonals and vertical members and reduces girder weight. The two segments are then connected using a wet joint and post-tensioned longitudinally to form a crowned truss. The proposed design optimizes the truss-girder member locations, cross-sections, and material use. A 9 m (30 ft) long truss specimen is constructed using self-consolidated concrete to investigate the constructability and structural capacity of the proposed design. A finite element analysis of the specimen is conducted to investigate stresses at truss diagonals, verticals, and connections. Testing results indicate the production and structural efficiency of the developed system.

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Yan, Xueyuan, Suguo Wang, Canling Huang, Ai Qi, and Chao Hong. "Experimental Study of a New Precast Prestressed Concrete Joint." Applied Sciences 8, no. 10 (2018): 1871. http://dx.doi.org/10.3390/app8101871.

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Precast monolithic structures are increasingly applied in construction. Such a structure has a performance somewhere between that of a pure precast structure and that of a cast-in-place structure. A precast concrete frame structure is one of the most common prefabricated structural systems. The post-pouring joint is important for controlling the seismic performance of the entire precast monolithic frame structure. This paper investigated the joints of a precast prestressed concrete frame structure. A reversed cyclic loading test was carried out on two precast prestressed concrete beam–column joints that were fabricated with two different concrete strengths in the keyway area. This testing was also performed on a cast-in-place reinforced concrete joint for comparison. The phenomena such as joint crack development, yielding, and ultimate damage were observed, and the seismic performance of the proposed precast prestressed concrete joint was determined. The results showed that the precast prestressed concrete joint and the cast-in-place joint had a similar failure mode. The stiffness, bearing capacity, ductility, and energy dissipation were comparable. The hysteresis curves were full and showed that the joints had good energy dissipation. The presence of prestressing tendons limited the development of cracks in the precast beams. The concrete strength of the keyway area had little effect on the seismic performance of the precast prestressed concrete joints. The precast prestressed concrete joints had a seismic performance that was comparable to the equivalent monolithic system.

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Haque, Md Nafiul, Murad Y. Abu-Farsakh, Chris Nickel, Ching Tsai, Jesse Rauser, and Zhongjie Zhang. "A Load-Testing Program on Large-Diameter (66-Inch) Open-Ended and PSC-Instrumented Test Piles to Evaluate Design Parameters and Pile Setup." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 52 (2018): 291–306. http://dx.doi.org/10.1177/0361198118776781.

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This paper presents the results from a pile load testing program for a bridge construction project at Chalmette, Louisiana. The load testing includes three 66-in. spun-cast post-tensioned open-ended cylinder piles and one 30-in. square prestressed concrete (PSC) pile driven at four different locations along the bridge site in clayey-dominant soil. Both cone penetration tests and soil borings/laboratory testing were used to characterize the subsurface soil conditions. All test piles (TP) were instrumented with strain gauges to measure the load distribution along the length of the TPs and to measure the side and tip resistances, separately. Dynamic load tests (DLT) were performed on all TPs at different waiting periods after pile installations to quantify the amount of setup (i.e., increase in pile resistance with time). Case Pile Wave Analysis Program (CAPWAP®) analyses were performed on the DLT data to calculate the resistance distributions along the TPs. A static load test was performed only on the PSC pile and statnamic load tests (SNLT) were conducted on both pile types. Design parameters such as the total stress adhesion factor, α, and the effective stress coefficient, β, were back-calculated. The α values ranged from 0.41 to 0.86, and the β values ranged from 0.13 to 0.29. The load test results showed that SNLT overestimated the tip resistance as compared with dynamic and static load tests. Moreover, the pile tip resistance was almost constant during the testing period, and setup was mainly attributed to increase in pile side resistance with time.

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Liu, Shu Yue, and Wei Ling Wang. "Research on Post-Tensioned Prestressed Concrete Construction Technology in Construction Engineering." Advanced Materials Research 700 (May 2013): 221–24. http://dx.doi.org/10.4028/www.scientific.net/amr.700.221.

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Study of bonded post-tensioned prestressed concrete construction technology, from materials, equipment, channel reservation, prestressed reinforcement material installation, concrete pouring, the prestressed tendons tension and grouting of anchor seal is described from the aspects of the construction of the link, the specific operation steps, summarizes the method of construction, improve the following prestressed concrete construction understanding.

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Braimah, Abass, Mark F. Green, and T. Ivan Campbell. "Fatigue behaviour of concrete beams post-tensioned with unbonded carbon fibre reinforced polymer tendons." Canadian Journal of Civil Engineering 33, no. 9 (2006): 1140–55. http://dx.doi.org/10.1139/l06-063.

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Much research has been conducted in the past decade to evaluate the suitability of fibre reinforced polymer (FRP) reinforcement in concrete structures. Most of the research has concentrated on the short-term performance of FRP prestressed and reinforced concrete beams. Only a limited amount of research has considered the fatigue behaviour of FRP prestressed beams. This paper presents an experimental research program designed to examine the fatigue behaviour of unbonded carbon fibre reinforced polymer (CFRP) post-tensioned concrete beams. The fatigue test program consisted of five large-scale (4.0 m span) concrete T-beams. Three of the beams were post-tensioned with CFRP tendons, and the remaining two beams were post-tensioned with steel prestressing strands. The fatigue load limits were chosen to produce an additional stress range of about 100 MPa in the lower prestressing reinforcement. During fatigue testing, some of the prestressing strands fractured at the anchor location. In the steel post-tensioned beams, fracture of wires in the seven-wire prestressing strands did not result in total failure of the steel post-tensioned beams, as the unbroken wires continued to carry prestress force. In the CFRP post-tensioned beams, however, fracture led to splintering of the tendon between the anchors and total loss of prestress force. In general, the CFRP post-tensioned beams performed satisfactorily in fatigue, in comparison with the steel post-tensioned beams, as long as premature failure of the tendons near the anchor location was prevented.Key words: fibre reinforced polymer (FRP), anchorage, tendon, fatigue, post-tension, concrete, beam, dynamic, testing.

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Funahashi, Miki, and Walter T. Young. "Cathodic Protection of Prestressed Bridge Members—Full-Scale Testing." Transportation Research Record: Journal of the Transportation Research Board 1561, no. 1 (1996): 13–25. http://dx.doi.org/10.1177/0361198196156100103.

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The results of a study on the use of cathodic protection on prestressed and post-tensioned concrete bridge members are summarized. Previous laboratory tests to evaluate hydrogen embrittlement of high strength steel embedded in concrete have proven that cathodic protection will generate hydrogen on high-strength steel in concrete if the potential is more negative than the thermodynamic hydrogen evolution potential. The hydrogen generated will enter the steel and cause a loss in ductility that will adversely affect the steel's performance if a notch is present. Full-scale beams were constructed to further study those phenomena. Four pretensioned beams were constructed. In addition, two post-tensioned slabs were constructed to evaluate cathodic protection of anchorages and tendons encased in metal or plastic conduits. Cathodic protection currents were supplied by IR drop-free potential controlled rectifiers. Good potential control at control points was achieved by using externally mounted silver-silver chloride reference electrodes and a conductive gel bridge. However, inconsistent potential control occurred at locations other than at the control points. Later in the study, constant current power supplies were used on two of the beams. Hydrogen entering the steel as the result of corrosion appears to have masked the presence of hydrogen that might have been produced by cathodic protection. The analysis also revealed that there was corrosion of some pretensioned wires at crossings with interior steel reinforcing bars due to interference (stray current) caused by cathodic protection application. Analysis of the post-tensioned slabs indicated little effect of cathodic protection on tendons inside plastic or metal ducts from the application of cathodic protection. Beneficial effects were noted on anchor points where mortar was in contact with the metal.

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Jiang, Yin Jun, and Yong Hua Zhu. "Simulation of Electric Heating Prestressed Concrete Component." Advanced Materials Research 243-249 (May 2011): 1018–22. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1018.

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Because channel quality defects of post-tensioned prestressed concrete construction cannot be discovered on time, an electric heating method is put forward to produce effective detection. The results of the numeric simulation on the temperature field of a prestressed concrete component show that the electric heating infrared detection method, for its energy consumption, efficiency and safety, is feasible for detecting the channel quality of prestressed concrete component, but the electric current needs to be controlled to avoid high temperature which affects the physical and mechanical properties of the strand and the concrete.

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Kraľovanec, Jakub, Martin Moravčík, Petra Bujňáková, and Jozef Jošt. "Indirect Determination of Residual Prestressing Force in Post-Tensioned Concrete Beam." Materials 14, no. 6 (2021): 1338. http://dx.doi.org/10.3390/ma14061338.

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A diagnostic survey on the precast prestressed bridge Nižná confirmed significant deterioration due to environmental distress. Evidently, decisive failures of the structure have a similar character as in the previous precast prestressed bridge in Podbiel in the northern part of Slovakia. These failures result from the unsuitable concept of the first generation of precast prestressed concrete beams, which was used in the former Czechoslovakia in the second half of the 20th century. Subsequently, experimental verification using the proof-load test was also executed. This bridge was built in 1956, so at the time of testing, it was 60 years old. The paper presents the indirect determination of prestressing level in one precast post-tensioned concrete beam using the saw-cut method. Experimental measurement was executed during the bridge demolition. Subsequently, a 2D numerical model in ATENA 2D Software, with the assumption of nonlinear material behavior for verification of experimental results, was performed. Finally, the residual prestressing force was evaluated and compared with the expected state of prestressing according to Eurocodes after 60 years of service.

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Wight, Gavin D., Jason M. Ingham, and Andrew R. Wilton. "Innovative seismic design of a post-tensioned concrete masonry houseThis article is one of a selection of papers published in this Special Issue on Masonry." Canadian Journal of Civil Engineering 34, no. 11 (2007): 1393–402. http://dx.doi.org/10.1139/l07-104.

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Post-tensioned concrete masonry walls provide improved seismic performance, but have had limited application in seismic regions because of a lack of research pertaining to their in-plane response. Following focused research over recent years, a consortium of product suppliers has collaborated with the University of Auckland to construct New Zealand’s first post-tensioned concrete masonry house. A feature of this innovative design was that all incorporated products were commercially available, with no proprietary products being specifically developed for the prestressed masonry system used. Consequently, it is hoped that this house will be a showcase, and provide exposure for the technology in New Zealand and elsewhere. This paper provides a brief review of previous post-tensioned concrete masonry research applications, then discusses post-tensioning details and their application to house design and construction.

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Dissertations / Theses on the topic "Post-tensioned prestressed concrete construction – Testing"

1

Maruri, Rodolfo Felipe. "Iterative computer analysis of post-tensioned concrete beams and frames." Thesis, Georgia Institute of Technology, 1990. http://hdl.handle.net/1853/19510.

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West, Jeffrey Steven. "Durability design of post-tensioned bridge substructures /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.

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Schokker, A. J. "Improving corrosion resistance of post-tensioned substructures emphasizing high performance grouts /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.

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Herman, Reagan Sentelle. "Behavior of stiffened compression flanges of trapezoidal box girder bridges." Access restricted to users with UT Austin EID Full text (PDF) from UMI/Dissertation Abstracts International, 2001. http://wwwlib.umi.com/cr/utexas/fullcit?p3035950.

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Bosworth, Kyle Judson. "Health Monitoring of the Veterans' Glass City Skyway: Vibrating Wire Strain Gage Testing, Study of Temperature Gradients and a Baseline Truck Test." Connect to Online Resource-OhioLINK, 2007. http://rave.ohiolink.edu/etdc/view?acc%5Fnum=toledo1197693985.

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Thesis (M.S.)--University of Toledo, 2007.<br>Typescript. "Submitted as partial fulfillment of the requirements for the Master of Science in Civil Engineering." "A thesis entitled"--at head of title. Bibliography: leaves 86-87.

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Sicha, Jakub. "Statické řešení zastřešení nádrže." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409778.

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7

Salas, Pereira Rubén Mario. "Accelerated corrosion testing, evaluation and durability design of bonded post-tensioned concrete tendons." 2003. http://wwwlib.umi.com/cr/utexas/fullcit?p3118069.

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Salas, Pereira Rubén Mario 1968. "Accelerated corrosion testing, evaluation and durability design of bonded post-tensioned concrete tendons." 2003. http://hdl.handle.net/2152/12506.

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9

Rebentrost, Mark. "Deformation Capacity and Moment Redistribution of Partially Prestressed Concrete Beams." 2004. http://hdl.handle.net/2440/37933.

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Ductility is a measure of the ability of a material, section, structural element or structural system to sustain deformations prior to collapse without substantial loss of resistance. The Australian design standard, AS 3600, imposes minimum ductility requirements on structural concrete members to try to prevent premature non-ductile failure and hence to ensure adequate strength and ductile-type collapse with large deflections. The requirements also enable members to resist imposed deformation due to differential settlement, time effects on the concrete and temperature effects, whilst ensuring sufficient carrying capacity and a safe design. Current AS 3600 requirements allow a limited increase or reduction in elastically determined bending moments in critical regions of indeterminate beams, accommodating their ability to redistribute moment from highly stressed regions to other parts of the beam. Design moment redistribution limits and ductility requirements in AS 3600 for bonded partially prestressed beams are a simple extension of the requirements for reinforced members. The possibility of premature non-ductile failure occurring by fracture of the reinforcement or prestressing steel in partially prestressed members has not adequately addressed. The aim of this research is to investigate the overload behaviour and deformation capacity of bonded post-tensioned beams. The current ductility requirements and design moment redistribution limits according to AS 3600 are tested to ensure designs are both safe and economical. A local flexural deformation model based on the discrete cracked block approach is developed to predict the deformation capacity of high moment regions. The model predicts behaviour from an initial uncracked state through progressive crack development into yielding and collapse. Local deformations are considered in the model using non-linear material laws and local slip behaviour between steel and concrete interfaces, with rigorous definition of compatibility in the compression and tension zones. The model overcomes limitations of past discrete cracked block models by ensuring compatibility of deformation, rather than strain compatibility. This improvement allows the modeling of members with multiple layers of tensile reinforcement and variable depth prestressing tendons having separate material and bond properties. An analysis method for simple and indeterminate reinforced and partially prestressed members was developed, based on the proposed deformation model. To account for the effect of shear in regions of high moment and shear present over the interior supports of a continuous beam, a modification to the treatment of local steel deformation in the flexural model, based on the truss analogy, was undertaken. Secondary reactions and moments due to prestress and continuity are also accounted for in the analysis. A comparison of past beam test data and predictions by the analysis shows the cracking pattern and deformation capacity at ultimate of flexural regions in reinforced and partially prestressed members to be predicted with high accuracy. The analysis method accurately predicts local steel behaviour over a cracked region and deformation capacity for a wide range of beams which fail either by fracture of steel or crushing of the concrete. A parametric study is used to investigate the influence of different parameters on the deformation capacity of a typical negative moment region in a continuous beam. The structural system consists of a bonded post-tensioned, partially prestressed band beam. The primary parameters investigated are the member height and span-to-depth ratio; relative quantity of reinforcing and prestressing steel; material properties and bond capacity of the steels; and lastly the compression zone properties. Results show that the effects of the various parameters on the overload behaviour of partially prestressed beams follow the same trends as reinforced beams. A new insight into the local steel behaviour between cracks is attained. The deformation behaviour displays different trends for parametric variations of the local bond capacity, bar diameter and crack spacing, when compared to past analytical predictions from comparable studies. The discrepancy in findings is traced back to the definition of the plastic rotation capacity and the sequencing of the yielding of the steels. Compared to the other local deformation models, the current model does not assume a linear distribution of strain at a crack. The current findings highlight an important difference between predicted behaviours from different deformation compatibility requirements in local deformation models which has not yet been discussed in the literature. The local deformation model evaluates the relationship between maximum steel strain at a crack and average steel deformation over a crack spacing for the entire loading history. The total steel percentage, hardening properties of the steel and concrete strength are shown by the model to have the greatest effect on these steel strain localisation factors. Section analysis, as currently used in design, can be improved with the proposed simplification of the relationships to identify and quantify the effects of steel fracture on deformation capacity and strength. The numerical effort required to simulate the overload behaviour of practical beam designs with multiple reinforcement elements and a prestressing tendon are currently too great to be used in an extensive numerical study. The numerically more efficient smeared block approach is shown to accurately predict the ultimate carrying capacity of prestressed beams failing by crushing of the concrete. Consequently, this method is adopted to study the allowable limits of moment redistribution in the present investigation, Simplified relationships of the steel strain localisation factors evaluated in the parametric study of deformation capacity is used to predict maximum steel strains and premature failure. The limits of moment redistribution in bonded, post-tensioned partially prestressed band beams are explored by comparing the design load and predicted carrying capacity, for different section ductilities and design moment redistribution. In addition, the effects of different concrete strengths, up to 85 MPa, along with as three reinforcing and prestressing steel ductilities are quantified and compared to current Australian and international design requirements. Limitations in the carrying capacity are investigated for different reinforcement and prestress uniform elongation capacities. More than one thousand beam simulations produce results showing that current design moment redistribution and ductility requirements in the Australian design code for concrete structures (AS 3600) are sufficient for normal strength concretes (less than 50 MPa). A suggestion for design moment redistribution limits, section ductility requirements and steel ductility limits is made for members constructed from higher strength concretes. A special high steel ductility class is proposed for both the reinforcement and prestressing steel to allow moment redistribution in higher strength concrete. No moment redistribution is proposed for members reinforced with low ductility (Class L) steel. An increase of the current elongation limit of Class L steel from 1.5 % to 2.5% is suggested to ensure strength and safety. An increase in the current ductility requirements from fsu/ fsy=1.03 and elongation equal to 1.5% to fsu/fsy=1.05 and 2.5% elongation for low ductility Class L steel is suggested to ensure strength and safety.<br>Thesis (Ph.D.)--Civil and Environmental Engineering, 2004.

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Lee, Jun Ki 1975. "Evaluation of external post-tensioned tendons using vibration signatures." Thesis, 2007. http://hdl.handle.net/2152/3490.

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Recent findings regarding corrosion of post-tensioned bridges have highlighted the urgent need to develop reliable methods to predict the behavior of the structural system after damage has occurred and inspection techniques to assess the condition of the structure. Corrosion in strands is undesirable in that it often progresses without visual signs of distress, but may cause a brittle failure. To complicate the inspection, access to the strands for visual inspection is usually blocked by the concrete cross section. To date, significant efforts have been taken to improve the durability of the post-tensioned bridges. However, the behavior of the post-tensioned bridges with corrosion damage is not clearly understood and the currently available inspection techniques tend to provide only limited information about the nature and extent of the damage. The research project discussed in this dissertation was developed is to evaluate the feasibility of using the vibration technique to detect and estimate the extent of damage in an external tendon due to corrosion. To accomplish this goal, damage was induced in five specimens, which were monitored periodically to correlate the measured changes in the frequency response to the level of damage. The induced damage simulated the degradation of a post-tensioned structure from corrosion. This dissertation describes the experimental program and the numerical scheme used to estimate the condition of the specimens. Three types of specimens were tested during the experimental phase of the research: individual strands, cables specimens, and external tendons. A series of tension tests of individual strands were conducted to investigate changes in the uniaxial behavior after damage was induced. Simulated damage included uniform corrosion of the strand, mechanical wire cuts, and an initial defect in one wire. Three cable specimens and one tendon specimen were subjected to fatigue loading. The loading was selected to simulate the loss of cross-sectional area in the strands, and also caused grout damage. The frequency response of the specimens was recorded periodically during the fatigue tests and acoustic sensors were used to detect the occurrence of wire breaks. A second tendon specimen was exposed to an acid solution to simulate the hydrogen induced cracking in the strand at three different locations along the length of the specimen. A number of wires fractured during the exposure test and damage was inspected visually. Natural frequencies were also measured periodically. The residual prestressing force in of the specimens was extracted from the measured natural frequencies. The stiff string model was used to determine optimum values of tension and flexural stiffness from the frequency response. The numerical results from this optimization demonstrated the feasibility of using the vibration technique as a nondestructive testing method for external tendons.

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Books on the topic "Post-tensioned prestressed concrete construction – Testing"

1

Theryo, Teddy S. Guidelines for sampling, assessing, and restoring defective grout in prestressed concrete bridge post-tensioning ducts. U.S. Department of Transportation, Federal Highway Administration, Research, Development, and Technology, Turner-Fairbank Highway Research Center, 2013.

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2

Martin, Williams, ed. Post-tensioned concrete floors. Butterworth-Heinemann, 1995.

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O'Brien, J. Scott. Very early post-tensioning of prestressed concrete pavements. Center for Transportation Research, Bureau of Engineering Research, University of Texas at Austin, 1985.

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Ghorbanpoor, Alireza. Evaluation of post-tensioned concrete bridge structures by the impact-echo technique. U.S. Dept. of Transportation, Federal Highway Administration, 1993.

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Ghorbanpoor, Alireza. Evaluation of post-tensioned concrete bridge structures by the impact-echo technique. U.S. Dept. of Transportation, Federal Highway Administration, 1993.

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Ghorbanpoor, Alireza. Evaluation of post-tensioned concrete bridge structures by the impact-echo technique. U.S. Dept. of Transportation, Federal Highway Administration, 1993.

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Youakim, Samer Amir. A simplified method for prediction of long-term prestress loss in post-tensioned concrete bridges. Dept. of Structural Engineering, University of California, San Diego, 2006.

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Stevenson, A. M. Post-tensioned concrete floors in multi-storey buildings: An introduction to the development, benefits, design and construction of in-situ prestressed suspended floors. British Cement Association on behalf of the industry sponsors of the Reinforced Concrete Council, 1994.

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Center, Turner-Fairbank Highway Research, ed. Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Book chapters on the topic "Post-tensioned prestressed concrete construction – Testing"

1

Chong, Peter. "Bridge Widening – Stitching a steel girder reinforced concrete composite bridge to a post-tensioned prestressed voided deck structure." In Bridge design, construction and maintenance. Thomas Telford Publishing, 2007. http://dx.doi.org/10.1680/bdcam.35935.0029.

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Conference papers on the topic "Post-tensioned prestressed concrete construction – Testing"

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Li, Shilan. "An Efficient Post-Tensioned Prestressed Concrete Bridge Construction Approach." In 2019 11th International Conference on Measuring Technology and Mechatronics Automation (ICMTMA). IEEE, 2019. http://dx.doi.org/10.1109/icmtma.2019.00035.

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Low, Hin Foo, Sih Ying Kong, and Daniel Kong. "A Review on Prestressed Transfer Plate Analysis and Design." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.1037.

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<p>Prestressed transfer plate consists of a thick cast in-situ post-tensioned concrete slab supporting multi-storey shear walls at building transition level. Compared to conventional reinforced concrete transfer beams, it offers savings in concrete volume of 10-15%, cuts steel reinforcement content by 35-50% and significantly reduces formwork usage which eventually helps to achieve lower carbon footprint for a more sustainable transfer floor construction. The design of prestressed transfer plates is complicated owing to its two-way bending behaviour and irregular load path from reactions of numerous shear walls. This paper elaborates the analysis of prestressed transfer plates and discusses their interaction effect with shear walls. It also explains the design of interfacing shear for thick plate construction with multi-layer casting in addition to various design considerations including flexural and punching shear design based on relevant codes of practice.</p>

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Jiang, Dongqi. "Extending span ranges and accelerating construction of spread slab beam bridges." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0229.

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<p>A new class of spread slab beam bridges has recently been developed and implemented in Texas. The research questions addressed in this paper are: how long can such a low profile bridge system span in either a simply supported or continuous form? And, can construction operations be accelerated, by design? An effective way to extend the span length is to utilize post-tensioning and to make the bridge continuous over several spans. In order to explore the maximum span limit, the design of a multi-span prestressed concrete spread slab beam bridge is investigated. In addition, a thicker and longer precast prestressed concrete panels (PCPs) that uses concentric pre-tensioned prestress is developed to facilitate accelerated bridge construction by reducing the need for field placement of deck reinforcement. It is shown that the span length may be extended from 15 m to 21 m as a continuous shallow profile bridge. The new solution for PCPs is verified to speed up field operations as compared to the traditional deck with stay-in-place PCPs and cast-in-place toppings.</p>

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Jing-Yuan, Bai, and Bin Yan. "Application status and developing foreground of CRTS Ⅲ ballastless track." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.0632.

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<p>The technology of high-speed railway is one of the central driving forces in national economic growth. To increase the speed of high-speed trains and ensure their safety, the research and development of brand-new ballastless track techniques are of vital significance. This article simply talked about China's domestically designed CRTS III ballastless track. This technique is famous for some technical characteristics: it replaced CA mortar with self-compacting concrete as adjustment layer, which not only simplified the structure but also reduced the cost; 2-D scalable steel mould was adopted to materialize the track slab with high precision shoulder post-tensioned prestressed spatial curved space, which simplified the construction craft a lot; it adopted flexible longitudinal coupled structure of the subgrade as bridge-tunnel unit structure, which weakened the influence of temperature stress; unit-separated structure and flexible-separated structure were widely used, which made the maintainability of all unit structure. This article was based on the analysis of these technical characteristics and discussed the application status and developing foreground of this technique in some way.</p>

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Grüske-Weißenbach, Nils, and Chris Fielding. "Design validation via Infrastructure Health Monitoring of the Circular bridge project." In IABSE Conference, Seoul 2020: Risk Intelligence of Infrastructures. International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/seoul.2020.358.

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<p>As part of the Dutch Government's plan to implement schemes to make bridges re-usable, we are presenting a completed Rijkswaterstaat (Road Authority of the Netherlands) pilot project. The ambitious plan to become "circular" (i.e. re-usable) by 2030 requires to rethink the traditional construction process from the ground up. That means that the conventional way in which bridges are commissioned and build, is no longer applicable. The lifecycle process from design stage to execution and demolition needs to change.</p><p>The Circular bridge pilot project demonstrates how bridge engineers designed the structure that utilizing standardized pre-cast concrete segments for a 200-year lifespan. These elements are assembled akin to Lego pieces and post-tensioned (PT) in the longitudinal and transversal directions. When the initial in-place service life of the bridge is reached (say 40 years), these blocks can be de-installed and re-assembled at a different location, hence the term circular.</p><p>In order to confirm the design principles and overcome the requirement that the post-tensioning always needs to be bonded within the structure it was necessary to monitor the performance of the bridge during the execution phase. This, in EC terms, is referred to as "design-by-testing". To validate the design, a multi-component Infrastructure Health Monitoring (IHM) system was deployed. The IHM system consisted of camera control of traffic flows (CCTV) measuring vehicle counts, speeds and directions and featured the following sensing instrumentation: temperatures, bridge deflections, bird-gapping between the blocks and force monitoring. As part of the IHM system, alerts and alarms were programmed to be sent to engineers in case measurements exceeded pre-defined thresholds.</p>

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