Shear Behavior and Capacity of Large Scale Prestressed High Strength Concrete Bulb-tee Girders PDF Download
Are you looking for read ebook online? Search for your book and save it on your Kindle device, PC, phones or tablets. Download Shear Behavior and Capacity of Large Scale Prestressed High Strength Concrete Bulb-tee Girders PDF full book. Access full book title Shear Behavior and Capacity of Large Scale Prestressed High Strength Concrete Bulb-tee Girders by Shaoyun Sun. Download full books in PDF and EPUB format.
Author: Shaoyun Sun
Publisher: ProQuest
ISBN: 9780549337522
Category :
Languages : en
Pages : 197
Get Book Here
Book Description
Based on the measured test results, an analytical model, Crack Displacement Field Theory (CDFT), was developed for predicting the shear response of prestressed/reinforced concrete members. Compared to other existing models, it could capture the discrete displacement due to crack opening and crack slip along crack surface and can take account the variation of stresses in reinforcement due to bond. Good agreements were achieved between the model predictions and test results.
Author: Shaoyun Sun
Publisher: ProQuest
ISBN: 9780549337522
Category :
Languages : en
Pages : 197
Get Book Here
Book Description
Based on the measured test results, an analytical model, Crack Displacement Field Theory (CDFT), was developed for predicting the shear response of prestressed/reinforced concrete members. Compared to other existing models, it could capture the discrete displacement due to crack opening and crack slip along crack surface and can take account the variation of stresses in reinforcement due to bond. Good agreements were achieved between the model predictions and test results.
Author: Emad Leon Labib
Publisher:
ISBN:
Category : Civil engineering
Languages : en
Pages :
Get Book Here
Book Description
A simple semi-empirical set of equations was developed at the University of Houston (UH) to predict the shear strength of PC I-girders with normal-strength concrete. The UH-developed equation is a function of concrete strength, web area, shear span to effective depth ratio, and percentage of transverse steel. This research intends to validate or modify the UH-developed equation for (1) high-strength concrete and (2) different sizes of PC girders and studying the possibility of premature failure due to local failure in end zone. Ten modified Tx28 PC girders, derived by scaling down an existing TxDOT cross section, were tested in this study for the first objective. The girders were divided into three groups (Groups A, C and F) based on the concrete strength. Each group of the PC girders was tested with different shear span to effective depth ratio. The validity of the proposed UH-developed equations was ascertained using the experimental results. It was found able to predict accurately the ultimate shear strength of PC girders with concrete strength up to 117 MPa (17,000 psi) with enough ductility. Six PC girders of Tx-series with three different sizes were tested for the second objective. The girders were divided into three groups (Groups D, E and G) based on the girder depth. The experimental results ensured the validity of the UH-developed equations for PC girders with different sizes. Also, the experimental data showed that the PC girders of the new Tx-series can reach the maximum shear capacity without a shear-bond failure. The results of testing the 10 modified Tx-28 girders were used to validate a finite element program developed at UH, Simulation of Concrete Structures (SCS), for PC girders with different concrete strength. Analytical results presented in this dissertation proved the validity of SCS to predict the behavior of PC girders with different concrete strength up to 117 MPa (17,000 psi).
Author: Thomas J. Nagle
Publisher: ProQuest
ISBN: 9780549337515
Category :
Languages : en
Pages : 202
Get Book Here
Book Description
A series of 20 shear tests were completed on ten 52-foot long and 63-inch deep prestressed bulb-tee bridge girders cast with high-strength concrete. An extensive amount of experimental data was gathered and advanced data analysis tools were utilized to evaluate these nontraditional limitations on shear capacity.
Author: David Alexander Cumming
Publisher:
ISBN:
Category : Girders
Languages : en
Pages : 864
Get Book Here
Book Description
Author: Roya Alirezaei Abyaneh
Publisher:
ISBN:
Category :
Languages : en
Pages : 190
Get Book Here
Book Description
Prestressed concrete girders are commonly fabricated with 0.5-in. (12.7-mm) or 0.6-in. (15.2-mm) diameter prestressing strands. Recent interest in the use of larger (0.7-in. (17.8-mm) diameter) strands has been driven by potential benefits associated with reduction of the required number of strands and fabrication time, or potential increases in the workable range of prestressed concrete girders (i.e., greater capacities and span capabilities). A limited number of experiments on full-scale specimens with 0.7-in. (17.8-mm) diameter strands have shown that the load-carrying capacity and strand transfer length of specimens with 0.7-in. (17.8-mm) diameter strands can be conservatively estimated using existing AASHTO LRFD provisions. However, performance at prestress transfer requires further investigation to ensure that application of the strands with standard 2-in. (50-mm) spacing and conventional concrete release strength does not increase the end-region cracking that is characteristic of prestressed girders. It must be verified that the development of such cracks does not stimulate anchorage-driven or premature shear failures prior to yielding of the shear reinforcement. Previous research lacks in monitoring of reinforcement stresses and evaluation of end-region cracking which has long been a durability concern. A reliable finite element model that captures the behavior of the specimen at prestress transfer with consideration of performance from construction stages, over the course of the service life, and up to the ultimate limit state can provide key insight into the suitability of using of 0.7-in. (17.8-mm) diameter strands. Further, it could serve as an economical tool for the investigation and proposal of efficient end-region reinforcing details to reduce concrete cracking and enhance durability. Finite element analyses of prestressed I-girder end-regions encompassing cracking and long-term creep- and shrinkage-induced damage, especially in girders fabricated with large diameter strands, have been limited. This research program assessed the limitations of 0.7-in. (17.8-mm) diameter strands at prestress transfer up to limit state response and investigated measures for enhancing the serviceability of the girders through finite element analyses using the commercial software, ATENA 3D. The finite element study was complemented with a full-scale experimental program which was used to validate the numerical results. This paper lays out a validated procedure for modeling the construction stages of prestressed girders and load testing. The model was then used as a tool for investigating alternative end-region reinforcement details for improved end-region serviceability. The most promising options are presented for consideration in further experimental studies and future implementation
Author: David L. Hartmann
Publisher:
ISBN:
Category : Concrete beams
Languages : en
Pages : 278
Get Book Here
Book Description
Author: 張穩二
Publisher:
ISBN:
Category :
Languages : en
Pages : 0
Get Book Here
Book Description
Author: Dhiaa Mustafa T. Al-Tarafany
Publisher:
ISBN:
Category :
Languages : en
Pages : 412
Get Book Here
Book Description
Implementation of the spliced girder technology in bridges has been growing in recent years. Increased girder lengths can now be realized by splicing shorter precast segments to produce a long span. The research conducted in this dissertation is focused on an evaluation of spliced girders using a three dimensional finite element analysis. The project consisted of a series of tests that were conducted in two phases. In Phase I, the effect of post-tensioning ducts on the shear behavior and strength of prestressed concrete girders was evaluated. In Phase II, the focus was on the behavior of cast-in-place splice regions between precast segments. Since a limited number of full scale beams could be tested, a three-dimensional advanced finite element program is an effective alternative to expensive tests. The parameters considered were grout to girder concrete strength ratio, splice to girder concrete strength ratio, concrete shear key detailing, coupler diameter, duct to web width ratio, shear span to depth ratio, and concrete shrinkage losses. The findings are described in detail. Using the experimental and analytical results, it was found that the grout to concrete strength ratio for grouted ducts should not to be less than 0.3. The effect of increasing the duct diameter to web width ratio from 0.43 to 0.57 was minimal. Splice to girder concrete strength ratio should be greater than 0.6. The addition of a shear key had no effect on the shear capacity of the girder. The coupler diameter in the splice region had no effect on the behavior of the spliced girder for coupler diameter to web width ratio up to 0.55. Including concrete shrinkage in the analysis slightly improved the correlation with observed response.
Author: Kamal S. Tawfiq
Publisher:
ISBN:
Category : Concrete bridges
Languages : en
Pages : 152
Get Book Here
Book Description
Author: J.A. Ramirez
Publisher:
ISBN: 9781622601844
Category :
Languages : en
Pages :
Get Book Here
Book Description
