Crash Testing And Evaluation Of Retrofit Bridge Railings And Transition
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| Author | : Eugene Buth |
| Publisher | : |
| Total Pages | : 172 |
| Release | : 1997 |
| Genre | : Bridge railings |
| ISBN | : |
An assortment of retrofit bridge railings and a retrofit transition were evaluated through full-scale crash testing. The assortment included: (1) a W-beam retrofit railing for a concrete baluster bridge railing (AASHTO performance level one); (2) a W-beam transition for the bridge railing above (NCHRP Report 350 test level two); (3) a double-tube pedestrian/bicycle railing mounted on the Illinois 2399-1 traffic railing (AASHTO performance level one); (4) a vandal protection fence on the New Jersey concrete safety shape bridge railing (AASHTO performance level two); and (5) a thrie beam retrofit railing, a Delaware design, mounted on a 203-mm-high safety curb (AASHTO performance level two and NCHRP Report 350 test level four). All of the designs demonstrated acceptable performance.
| Author | : King K. Mak |
| Publisher | : |
| Total Pages | : 28 |
| Release | : 1991 |
| Genre | : Bridge railings |
| ISBN | : |
| Author | : Doran L. Glauz |
| Publisher | : |
| Total Pages | : 32 |
| Release | : 1991 |
| Genre | : |
| ISBN | : |
| Author | : C. Eugene Buth |
| Publisher | : |
| Total Pages | : 227 |
| Release | : 1999 |
| Genre | : Automobiles |
| ISBN | : |
The objective of this study was to crash test and evaluate the New York Two-Rail Curbless and FourRail Curbless Bridge Railings, and the box beam transition. Under the first part of the study, the Two-Rail and Four-Rail bridge railings were evaluated to National Cooperative Highway Research Program (NCHRP) Report 350 test level 4 (TL-4). To evaluate to TL-4, three full-scale crash tests on the length of need (LON) of the longitudinal barrier, or bridge railing, are required. These include an 820-kg passenger car impacting the critical impact point (CIP) at a nominal impact speed and angle of 100 km/h and 20 degrees, a 2000-kg pickup truck impacting the CIP at a nominal impact speed and angle of 100 km/h and 25 degrees, and an 8000-kg single-unit truck impacting the CIP at a nominal impact speed and angle of 80 km/h and 15 degrees. After evaluation of the two bridge railings, New York DOT and Federal Highway Administration (FHWA) decided to evaluate a box-beam transition attached to the New York Four-Rail Curbless Bridge Railing. NCHRP Report 350 test designation 3-21, which is the 2000-kg pickup truck impacting the CIP of the transition at 100 km/h and 25 degrees, was performed on the transition. This report presents the details and results of all six crash tests performed under this contract.
| Author | : Tewodros Y. Yosef |
| Publisher | : |
| Total Pages | : 0 |
| Release | : 2022 |
| Genre | : Bridge railings |
| ISBN | : |
| Author | : Roger P. Bligh |
| Publisher | : |
| Total Pages | : 200 |
| Release | : 1992 |
| Genre | : Bridge railings |
| ISBN | : |
A recent study on the performance of guardrail-to-bridge rail transitions revealed that many widely used designs do not meet current safety standards. As a result, the Federal Highway Administration (FHWA) requested that the Arizona Department of Transportation verify the safety performance of its standard transition designs. Three transition designs currently being used by ADOT were evaluated through a combined program of computer simulation and full-scale crash testing. The standard ADOT wood post transition, incorporating a channel rubrail and two different sizes of timber posts at a reduced post spacing near the bridge rail end, was found to be in compliance with National Cooperative Highway Research Program (NCHRP) Report 230 performance criteria. The standard ADOT steel post transition with channel rubrail was also found to be in compliance with NCHRP Report 230 requirements when impacted near the end of the bridge rail. However, the upstream end of the steel post transition required modification to eliminate deficiencies identified during testing. The modified design, which terminated the channel rubrail behind a W6x9 guardrail post, was successfully crash tested. A recent study on the performance of guardrail-to-bridge rail transitions revealed that many widely used designs do not meet current safety standards. As a result, the Federal Highway Administration (FHWA) requested that the Arizona Department of Transportation verify the safety performance of its standard transition designs. Three transition designs currently being used by ADOT were evaluated through a combined program of computer simulation and full-scale crash testing. The standard ADOT wood post transition, incorporating a channel rubrail and two different sizes of timber posts at a reduced post spacing near the bridge rail end, was found to be in compliance with National Cooperative Highway Research Program (NCHRP) Report 230 performance criteria. The standard ADOT steel post transition with channel rubrail was also found to be in compliance with NCHRP Report 230 requirements when impacted near the end of the bridge rail. However, the upstream end of the steel post transition required modification to eliminate deficiencies identified during testing. The modified design, which terminated the channel rubrail behind a W6x9 guardrail post, was successfully crash tested.
| Author | : Joseph B. Mayer |
| Publisher | : |
| Total Pages | : 117 |
| Release | : 1990 |
| Genre | : Bridge railings |
| ISBN | : |
This report presents the results of four vehicle crash tests on guardrail systems.
| Author | : William F. Williams (Transportation engineer) |
| Publisher | : |
| Total Pages | : 0 |
| Release | : 2020 |
| Genre | : Automobiles |
| ISBN | : |
Texas Transportation Institute (TTI) researchers performed an extensive literature review of bridge railing transitions crash tested to Manual for Assessing Safety Hardware (MASH) TL-3, and incorporated the information obtained from this review into the design and details for the new transition testing developed for this project. TTI researchers developed concepts for the new transition anchored to a concrete wing wall. TTI researchers developed a full-scale, three-dimensional finite element model of the guardrail transition. The modeling effort included developing and validating a subcomponent level model of the post installed on concrete. Upon completion of the simulations, TTI researchers processed the results and assessed the likelihood of the transition system passing the required MASH crash tests. TTI researchers noted the design deficiencies and recommended design modifications to the system to mitigate those deficiencies. TTI researchers developed full-scale test installation drawings of the design after the finite element model simulations were completed and all the results were reviewed with favorable results. After approval of the test installation drawings by Texas Department of Transportation (TxDOT), construction of a full-scale test installation for crash testing commenced, and crash tests were performed on the full-scale test installation. The Guardrail to Rigid Barrier Transition Attached to Bridge or Culvert Structure, used on the upstream and downstream ends, performed acceptably for MASH TL-3 transitions.
| Author | : Christopher A. Storf |
| Publisher | : |
| Total Pages | : 0 |
| Release | : 2021 |
| Genre | : Bridge railings |
| ISBN | : |
| Author | : Dean C. Alberson |
| Publisher | : |
| Total Pages | : 350 |
| Release | : 2005 |
| Genre | : Roads |
| ISBN | : |
The objective of this study was to crash test and evaluate these transitions according to requirements of NCHRP Report 350. The scope of this study is as follows: "This study will crash test a series of thrie beam transitions from guardrails to bridge rails in accordance with the appropriate test levels of National Cooperative Highway Research Program (NCHRP) Report 350. These transition designs were selected by the State representatives for State Planning and Research (SP&R) Pooled Fund Study No. 2-134, "Testing New Bridge Rail and Transition Designs." The following transitions were tested under this project: Ohio Nonsymmetrical Type 2 W-beam to Thrie Beam Transition.
