Justification and refinements of model B3 for concrete creep and shrinkage 1. statistics and sensitivity

1995 ◽  
Vol 28 (7) ◽  
pp. 415-430 ◽  
Author(s):  
Zdenêk P. Bažant ◽  
Sandeep Baweja
Keyword(s):  
Concrete Creep ◽  
Creep And Shrinkage

Analysis of Reinforced Concrete Culvert considering Concrete Creep and Shrinkage

1996 ◽  
Vol 1541 (1) ◽  
pp. 120-126
Author(s):  
Charles J. Oswald
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Cross Sections ◽  
Soil Structure ◽  
Silty Clay ◽  
Soil Pressure ◽  
Concrete Creep ◽  
Long Span ◽  
Creep And Shrinkage ◽  
Good Agreement

Measurements made on a long span reinforced concrete arch culvert under 7.3 m (24 ft) of silty clay backfill were compared with results from finite-element analyses of the soil-structure system using the CANDE finite-element code. The culvert strains and deflections and the soil pressure on the culvert were measured during construction and during the following 2.5 years at three instrumented cross sections. The CANDE program was modified to account for the effects of concrete creep and shrinkage strains after it was noted that the measured postconstruction culvert deflection and strains increased significantly whereas the measured soil pressure on the culvert remained relatively constant. Good agreement was generally obtained between measured and calculated values of the culvert strain and deflection and the soil pressure during the entire monitoring period after the code was modified.

Concrete creep and shrinkage model

2018 ◽  
pp. 33-45
Author(s):  
Sing-Ping Chiew ◽  
Yan-Qing Cai
Keyword(s):  
Concrete Creep ◽  
Creep And Shrinkage

Model Test Research on the Concrete Creep and Shrinkage Effects on the Long-Time Deflection of Steel Concrete Composite Beam

2013 ◽  
Vol 351-352 ◽  
pp. 1061-1065
Author(s):  
Shi Bo Zhang
Keyword(s):  
Model Test ◽  
Composite Beam ◽  
Effective Modulus ◽  
Test Model ◽  
Concrete Creep ◽  
Material Theory ◽  
Long Time ◽  
Beam Bridge ◽  
Creep And Shrinkage

This paper presents a model test research on long-term deflection of prestressed steel-concrete composite beams caused by creep and shrinkage effects of concrete. The model is designed based on a 20.8m length segment of a service composite beam bridge in Guangzhou. Geometric scale between the model and prototype is 1:8. Long-term deflection of the test model was obtained through 300 days of uninterrupted test. In addition, using the CEB-FIP (1990) criterion, effective modulus of concrete was calculated considering the effect of the concrete creep and shrinkage. Uniform the effective modulus of concrete to the modulus of steel, the value of structures time varying stiffness was calculated with single material theory and the relationship between stiffness and deflection by introducing stiffness adjustment coefficients was established, then the value of deflection changing with time was calculated.

Bond model of 15·2 mm strand with consideration of concrete creep and shrinkage

2020 ◽  
Vol 72 (15) ◽  
pp. 799-810
Author(s):  
Rahman S. Kareem ◽  
Ahmed Al-Mohammedi ◽  
Canh N. Dang ◽  
José R. Martí-Vargas ◽  
William Micah Hale
Keyword(s):  
Concrete Creep ◽  
Bond Model ◽  
Creep And Shrinkage

Time-History Analysis of Pre-Stress Loss of Four-Spans Pre-Stressed Continuous Rigid Frame Bridge

2014 ◽  
Vol 587-589 ◽  
pp. 1462-1467
Author(s):  
Jin Yu Liu ◽  
Yang Zou ◽  
Peng Peng Zheng
Keyword(s):  
Time History ◽  
Beam Deflection ◽  
Main Beam ◽  
Concrete Creep ◽  
Rigid Frame ◽  
History Analysis ◽  
The Us ◽  
Aashto Lrfd ◽  
Rigid Frame Bridge ◽  
Creep And Shrinkage

Taking Guizhou Hezhang Bridge as the engineering background, this paper used Midas/Civil FEM platform to study the pre-stress loss and deformation of main girder in bridge construction stage and completion stage on the basis of concrete creep and shrinkage formulas provided by “Highway reinforced concrete and pre-stressed concrete bridge design code (JTG D62-2004)” and the US bridge standard – AASHTO LRFD – published in 2005. The results showed that the pre-stress pipeline friction losses calculated according to the two standards are basically the same. The loss of the anchor deformation, elastic compression and tendon relaxation obtained by AASHTO LRFD is slightly greater than that obtained by JTG D62-2004. However, due to the different computing models, both pre-stress loss and the main beam deflection caused by concrete creep and shrinkage obtained by AASHTO LRFD are larger than that by JTG D60-2004.

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