Geomaterial Characterizations of Full Scale Pavement Test Sections for Mechanistic Analysis and Design

2007 ◽  
Author(s):  
Jayhyun Kwon ◽  
Erol Tutumluer ◽  
Imad L. Al-Qadi ◽  
Joseph Anochie-Boateng
Keyword(s):  
Full Scale ◽  
Analysis And Design ◽  
Mechanistic Analysis

Design Optimization and Safety Evaluation of Cross-Sea Bridge Barrier

2011 ◽  
Vol 97-98 ◽  
pp. 100-107
Author(s):  
Lei Fang ◽  
Liang Zhang ◽  
Shu Ming Yan ◽  
Ning Jia ◽  
Min Jing ◽  
...  
Keyword(s):  
Design Optimization ◽  
Impact Test ◽  
Safety Evaluation ◽  
Full Scale ◽  
Finite Elements Analysis ◽  
Acceptance Criteria ◽  
Analysis And Design ◽  
Bridge Safety ◽  
Study Results ◽  
New Type

By comprehensive analysis and design optimization of barrier structure parameters, a new type of beam-and-post steel barrier was invented according to impact test condition and acceptance criteria of cross-sea bridge barrier. Full-scale impact tests and finite elements analysis were conducted to do safty evalution of the barrier. The results show that, ASI value is 1.62 for test and that is 1.67 for FEA, THIV is 30.7km/h for test and that is 31.2km/h for FEA. Working width is 0.88m for test and that is 0.62m for FEA. Occupant risk evaluation index can meet the requirements of level B and the working width can meet the requirements of level W3. Both of tracking and posture of vehicles are well. The study results above show that safety performance of cross-sea bridge barrier can meet or exceed the acceptance criteria. FEA results are consistent with Full-scale impact test, which validate the reliability of FEA. cross-sea bridge barrier can meet the highest test level for beam-and-post steel barrier, which can defend the out-of-control vehicles effectively and help to ensure the bridge safety.

Stabilization and Structural Design of Marginal Materials for Use in Low-Volume Roads

2003 ◽  
Vol 1819 (1) ◽  
pp. 166-172 ◽  
Author(s):  
J. J. E. Liebenberg ◽  
A. T. Visser
Keyword(s):  
Structural Design ◽  
Design Method ◽  
Permanent Deformation ◽  
Two Phase ◽  
Analysis And Design ◽  
Bitumen Emulsion ◽  
Low Volume Roads ◽  
Mechanistic Analysis ◽  
Vehicle Simulator ◽  
High Degree

The present structural design method available for bitumen emulsion-treated materials is mostly based on the experience of road engineers and does not provide the necessary guidelines for mechanistic analysis and design. Emulsion treatment is being used more frequently to improve marginal materials and rehabilitate existing badly deteriorated road. Research was conducted on the structural performance of emulsiontreated materials under heavy-vehicle simulator (HVS) and laboratory testing. The issues considered included strength, fatigue, and permanent deformation. The results showed that the emulsion-treated material has a two-phase behavior, namely, a precracked phase and a postcracked phase. The tests also showed that the material has a high degree of resistance to permanent deformation. The laboratory tests showed that cement contributes to the strength of the material, whereas the addition of enough emulsion improves the flexibility. The HVS testing data were used to develop preliminary structural design models for fatigue and permanent deformation.

Analysis and Design of Cable-Membrane Architectural Structure

2013 ◽  
Vol 351-352 ◽  
pp. 22-25
Author(s):  
Na Li ◽  
Jing Ji
Keyword(s):  
Finite Element ◽  
Stress Distribution ◽  
Membrane Structure ◽  
Simulation Analysis ◽  
Full Scale ◽  
Ansys Software ◽  
Form Finding ◽  
Analysis And Design ◽  
Construction Methods ◽  
Temperature Loads

The test and theoretical analysis of full-scale cable membrane structure are less, and the author carried out simulation analysis of full scale cable-membrane structure with 30m by ANSYS software, finite element realistically model of cable membrane structure was established based on the assumption. By applying the temperature loads form-finding of membrane is achieved. By self-equilibrium nonlinear solution, the deformation and the stress distribution of this structure are gotten, finally construction methods of the node and the supporting members are given. These can provide the theory support for improving the spatial structure, and can provide reference for design and construction of similar engineering.

Seismic performance of a full-scale, reinforced high-performance concrete building. Part II: Analytical study

2008 ◽  
Vol 35 (8) ◽  
pp. 849-862 ◽  
Author(s):  
Sébastien Mousseau ◽  
Patrick Paultre ◽  
Jacky Mazars
Keyword(s):  
High Performance ◽  
Damage Mechanics ◽  
High Performance Concrete ◽  
Full Scale ◽  
Building Structures ◽  
Test Results ◽  
Seismic Behaviour ◽  
Analysis And Design ◽  
Advantages And Disadvantages ◽  
Concrete Building

Full-scale tests provide valuable information on the characteristics of building structures that can be used to evaluate design methods, to calibrate modelling techniques, and to determine damage corresponding to loading levels. These tests are scarce due to the enormous requirements in testing space and specialized testing equipment. The seismic behaviour of a full-scale, two-storey, reinforced high-performance concrete building designed with moderate ductility detailing is evaluated by pseudo-dynamic testing, during which increasing seismic loads are applied, resulting in increasing levels of permanent damage to the structure. This paper presents the analytical predictions of the test results using a global force–displacement parameters approach and a refined approach, half-way between global modelling and finite element modelling, using force–strain parameters and damage mechanics principles. Identification of the parameters required to describe the response parameters are presented together with a description of the numerical procedures used in each approach. It is shown that the predictions are in good agreement with the test results. Advantages and disadvantages of each approach are highlighted in the context of performance-based analysis and design.

Pseudo-Dynamic Test of Full-Scale Rcs Frame: Part II - Analysis And Design Implications

2004 ◽  
Author(s):  
P. Cordova ◽  
C. H. Chen ◽  
W. C. Lai ◽  
G. G. Deierlein ◽  
K. C. Tsai
Keyword(s):  
Dynamic Test ◽  
Full Scale ◽  
Analysis And Design

scholarly journals Study on Mechanical Performance of Prestressed UHPFRC U-Beam Bridges

2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Mengying Liu ◽  
Eugen Brühwiler ◽  
Fengkun Cui ◽  
Yue Xu
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Failure Process ◽  
Bending Moment ◽  
Full Scale ◽  
Fiber Reinforced Concrete ◽  
Scale Model ◽  
Bottom Plate ◽  
Analysis And Design ◽  
Flexural Performance

The forms of U-shaped UHPFRC beams have not been investigated for the highway footbridge. Compared with the traditional section forms, the U-shaped UHPFRC beams can reduce the material consumption under the condition of providing the same bearing capacity. Furthermore, prestressed U-shaped UHPFRC beams are rarely reported in the existing research. This paper explores the flexural behavior of prestressed ultrahigh-performance fiber-reinforced concrete (UHPFRC) beam bridge having unique design and the material properties of prestressed reinforcement combined with UHPFRC. Based on the unique shape of the U beam, the flexural performance test of the full-scale model of the prestressed UHPFRC U beam is conducted. Then, the finite element model considering material nonlinearity and structural ductility is established using Midas FEA software. Finally, the failure mode, failure process, cracking moment, ultimate moment, and strain of the full-scale model are studied. The calculation formulas of the flexural capacity of UHPFRC U beam considering ductile failure are derived. The comparative analysis results show that the prestressed UHPFRC U beam has an excellent flexural performance. The bending failure of a U-shaped beam belongs to the group of ductile failures, which is characterized by the main crack along the central rib and the loading center, which is accompanied by multiple microcracks. The failure process can be divided into four stages: linear deformation, microcracks development, main cracks development, and bearing capacity decline. The incorporation of steel fiber and the interaction between UHPFRC and reinforcement can effectively reduce the development of cracks. The U-beam bending moment is 50–55% of the ultimate bending moment. In the UHPFRC bridge design, the deformation can be used as a control index, and material advantages of the UHPFRC can be used to a certain extent. The strain-hardening characteristics of the UHPFRC are obvious in the loading process. The finite element analysis results show that the maximum strain value appears at the central rib, followed by the transverse strain value of the bottom plate, while the minimum strain is the longitudinal strain value of the bottom plate. The deformation of the rib plate is the largest, and the strain of the other measuring points changes slowly. The farther away from the center the measurement point is, the slower its strain changes. Therefore, the load is mainly caused by the central rib and the loading center plate. With the increase in the deformation, the load on both sides continuously moves to the central rib along the plate surface. This study can provide a useful reference for theoretical analysis and design of prestressed U-UHPFRC bridges.

scholarly journals THE CHAIR PROJECT: FIRMNESS, COMMODITY, AND AN EMPHASIS ON DELIGHT

2011 ◽  
Author(s):  
Elizabeth C. English
Keyword(s):  
Structural Analysis ◽  
Theoretical Approach ◽  
Computational Analysis ◽  
Additional Benefit ◽  
Full Scale ◽  
Load Test ◽  
Analysis And Design ◽  
Design Build ◽  
Creative Personality ◽  
The University

This paper will describe the theoretical approach and methodology and show the outcome of a pedagogical experiment that has proven to be highly successful in motivating architecture students to master structural analysis and design. The Chair Project is the term project for the last of the sequence of three required Structures courses in the curriculum of the University of Waterloo School of Architecture. Each student is required to design, construct and structurally analyze a folding or take-apart wooden chair for a specific "client". The choice of his/her client is up to the student, but should be a well-known creative personality who can serve as a term-long inspiration for the design of the chair. By being assigned a small but structurally provocative design-build project as part of their structures coursework, the students are provided with an immediate need-to-know application while they are learning the techniques of structural analysis. The folding wooden chair as a design-build and computational analysis project has the additional benefit of being an object that the students are able to construct, analyze and load-test at full scale.

Relation of Statistically Significant, Abnormal, and Typical WAIS-R VIQ-PIQ Discrepancies to Full Scale IQs

2000 ◽  
Vol 16 (2) ◽  
pp. 107-114 ◽  
Author(s):  
Louis M. Hsu ◽  
Judy Hayman ◽  
Judith Koch ◽  
Debbie Mandell
Keyword(s):  
Graphical Method ◽  
The United States ◽  
Full Scale ◽  
True Score ◽  
Absolute Value ◽  
Normative Population ◽  
The Us ◽  
The Mean ◽  
And Performance ◽  
Quadratic Models

Summary: In the United States' normative population for the WAIS-R, differences (Ds) between persons' verbal and performance IQs (VIQs and PIQs) tend to increase with an increase in full scale IQs (FSIQs). This suggests that norm-referenced interpretations of Ds should take FSIQs into account. Two new graphs are presented to facilitate this type of interpretation. One of these graphs estimates the mean of absolute values of D (called typical D) at each FSIQ level of the US normative population. The other graph estimates the absolute value of D that is exceeded only 5% of the time (called abnormal D) at each FSIQ level of this population. A graph for the identification of conventional “statistically significant Ds” (also called “reliable Ds”) is also presented. A reliable D is defined in the context of classical true score theory as an absolute D that is unlikely (p < .05) to be exceeded by a person whose true VIQ and PIQ are equal. As conventionally defined reliable Ds do not depend on the FSIQ. The graphs of typical and abnormal Ds are based on quadratic models of the relation of sizes of Ds to FSIQs. These models are generalizations of models described in Hsu (1996) . The new graphical method of identifying Abnormal Ds is compared to the conventional Payne-Jones method of identifying these Ds. Implications of the three juxtaposed graphs for the interpretation of VIQ-PIQ differences are discussed.

A Modification of the Payne-Jones Method of Identifying Abnormal Differences in WISC-R Performance and Verbal IQ's

1996 ◽  
Vol 12 (1) ◽  
pp. 27-32 ◽  
Author(s):  
Louis M. Hsu
Keyword(s):  
Full Scale ◽  
True Score ◽  
Verbal Iq ◽  
Score Difference ◽  
The Difference ◽  
And Performance

The difference (D) between a person's Verbal IQ (VIQ) and Performance IQ (PIQ) has for some time been considered clinically meaningful ( Kaufman, 1976 , 1979 ; Matarazzo, 1990 , 1991 ; Matarazzo & Herman, 1985 ; Sattler, 1982 ; Wechsler, 1984 ). Particularly useful is information about the degree to which a difference (D) between scores is “abnormal” (i.e., deviant in a standardization group) as opposed to simply “reliable” (i.e., indicative of a true score difference) ( Mittenberg, Thompson, & Schwartz, 1991 ; Silverstein, 1981 ; Payne & Jones, 1957 ). Payne and Jones (1957) proposed a formula to identify “abnormal” differences, which has been used extensively in the literature, and which has generally yielded good approximations to empirically determined “abnormal” differences ( Silverstein, 1985 ; Matarazzo & Herman, 1985 ). However applications of this formula have not taken into account the dependence (demonstrated by Kaufman, 1976 , 1979 , and Matarazzo & Herman, 1985 ) of Ds on Full Scale IQs (FSIQs). This has led to overestimation of “abnormality” of Ds of high FSIQ children, and underestimation of “abnormality” of Ds of low FSIQ children. This article presents a formula for identification of abnormal WISC-R Ds, which overcomes these problems, by explicitly taking into account the dependence of Ds on FSIQs.

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