Continuous Beam Modeling

2011 ◽  
pp. 279-319
Author(s):  
Tony L. Schmitz ◽  
K. Scott Smith
Keyword(s):  
Continuous Beam ◽  
Beam Modeling

Continuous Beam Modeling

2020 ◽  
pp. 283-324
Author(s):  
Tony L. Schmitz ◽  
K. Scott Smith
Keyword(s):  
Continuous Beam ◽  
Beam Modeling

PH-0362: Beam modeling variations and potential contributions to treatment delivery errors

2020 ◽  
Vol 152 ◽  
pp. S194
Author(s):  
M. Glenn ◽  
D. Followill ◽  
R. Howell ◽  
J. Pollard-Larkin ◽  
C. Peterson ◽  
...  
Keyword(s):  
Treatment Delivery ◽  
Beam Modeling

The dynamic amplification factors for continuous beam bridges along high-speed railways

2021 ◽  
pp. 136943322110032
Author(s):  
Lin Ma ◽  
Wei Zhang ◽  
Steve C.S. Cai ◽  
Shaofan Li
Keyword(s):  
Fundamental Frequency ◽  
High Speed ◽  
Continuous Beam ◽  
Empirical Formulas ◽  
High Speed Railway ◽  
Amplification Factors ◽  
Girder Bridges ◽  
Continuous Beam Bridge ◽  
Train Speed ◽  
Dynamic Amplification

In this paper, the dynamic amplification factors (DAFs) of high-speed railway continuous girder bridges are studied. The vehicle-bridge interactions (VBIs) of 13 concrete continuous girder bridges with spans ranging from 48 to 130 m are analyzed, the influences of the train speed, the train marshalling and the bridge fundamental frequency on the DAF are investigated, and the DAF design standard for high-speed railway bridges is discussed. The results indicate that for the continuous beam bridge whose fundamental frequency is less than 3.0 Hz, the maximum DAF is no more than 1.15; while for the bridge examples with a fundamental frequency larger than 3.0 Hz, the maximum DAF reaches 1.25 because the resonance occurs at high train speed. The empirical formulas of the DAFs in the Japan Railway Technical Research Institute (JRTRI) code could provide a conservative estimation of the DAFs of high-speed railway continuous bridges.

Measure point arrangement strategy for in-service continuous girder bridge SHM with consideration of structural robustness (Special Issue of ICAST 2019)

2021 ◽  
pp. 1045389X2098388
Author(s):  
Qiwen Jin ◽  
Zheng Liu
Keyword(s):  
Engineering Application ◽  
Detailed Comparison ◽  
Joint Effect ◽  
Continuous Beam ◽  
Operational Environment ◽  
Structural Robustness ◽  
Structural Style ◽  
Effective Manner ◽  
Continuous Girder Bridge ◽  
Girder Bridge

In-service bridges, under long-term service operational environment, are usually accompanied by different damage types. Traditional method for the measure point arrangement of in-service bridge SHM is usually based on engineering experience. A large number of SHM sensors are usually arranged on the structure, followed by a high engineering cost and a heavy maintenance task. These sensors will also produce large amounts of data, creating a challenge for operators requiring to deal with data processing in an effective manner. This study serves as a part of the series of studies on the measure point arrangement strategy of in-service bridge SHM. In this study, the SHM sensor measure point arrangement of in-service continuous girder bridge (a common structural style of high way bridge in China) is proposed. Two-span continuous beam, three-span continuous beam, and four-span continuous beam are taken as examples. Detailed comparison and verification are also performed with consideration of numerical simulation and previous studies. Different traffic speeds and different bridge spans are considered. The effect of different damage locations and different damage degrees are analyzed in detail. This study shows that a general similar trend can be observed for the structural robustness of in-service continuous girder bridge. The elements with smaller structural robustness of this kind of bridge are basically located around the middle cross section of side spans (first span and last span), followed by the middle span. Moreover, the numerical value of structural robustness of different elements in a continuous girder bridge is significantly different from each other, due to the complexity of the joint effect of different traffic speeds and damage locations. Therefore, the measure point should be generally arranged at the side span firstly, followed by the middle span. With consideration of the specific traffic speed and damage location in engineering application, a detailed analysis is also proposed for the further optimization of SHM sensor measure point arrangement. Once the elements are arranged in order of the numerical value of structural robustness, the SHM sensor measure point arrangement of this kind of bridge can be more targeted, and the number of sensors can also be greatly reduced.

Multi-Gaussian Ultrasonic Beam Modeling for Multiple Curved Interfaces—an ABCD Matrix Approach

2005 ◽  
Vol 16 (4) ◽  
pp. 143-174 ◽  
Author(s):  
Ruiju Huang ◽  
Lester W. Schmerr ◽  
Alexander Sedov
Keyword(s):  
Matrix Approach ◽  
Ultrasonic Beam ◽  
Abcd Matrix ◽  
Beam Modeling

Discussion of “Direct Analysis of Continuous Beam-Columns”

1968 ◽  
Vol 94 (5) ◽  
pp. 1248-1249
Author(s):  
Bennosuke Tanimoto ◽  
Shotaro Natsume ◽  
Norikazu Yoshizawa
Keyword(s):  
Direct Analysis ◽  
Continuous Beam ◽  
Beam Columns

scholarly journals Application of Laplace Transform to the Free Vibration of Continuous Beams

2017 ◽  
Vol 63 (1) ◽  
pp. 163-180 ◽  
Author(s):  
H.B. Wen ◽  
T. Zeng ◽  
G.Z. Hu
Keyword(s):  
Free Vibration ◽  
Laplace Transform ◽  
Reaction Force ◽  
Bending Moment ◽  
Frequency Equation ◽  
Simplified Model ◽  
Continuous Beam ◽  
Transform Method ◽  
Continuous Beams ◽  
Vibration Problems

AbstractLaplace Transform is often used in solving the free vibration problems of structural beams. In existing research, there are two types of simplified models of continuous beam placement. The first is to regard the continuous beam as a single-span beam, the middle bearing of which is replaced by the bearing reaction force; the second is to divide the continuous beam into several simply supported beams, with the bending moment of the continuous beam at the middle bearing considered as the external force. Research shows that the second simplified model is incorrect, and the frequency equation derived from the first simplified model contains multiple expressions which might not be equivalent to each other. This paper specifies the application method of Laplace Transform in solving the free vibration problems of continuous beams, having great significance in the proper use of the transform method.

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