It is evident that an understanding of load distribution behavior is critical for both design and load rating of stringer bridges because the magnitude of this load sharing determines the resistance that must be provided by the primary load carrying members.
Many of them are masonry arch bridges whose load carrying capacity should be assessed for defining the necessary strengthening interventions.
This concern is magnified when a national highway system has a large number of strengthened bridges and the load performance of the bridges is critically dependent on the CFRP plate concrete bond performance, i.e., absence of de-bonding.
Modal and implicit dynamic analyses were carried out to study the dynamic behavior of bridges under moving load.
This paper describes the development of a new methodology for deriving highway bridge live load models for short span bridges.
Many parameters may affect the performance of steel girder bridge such as; load patterns, load magnitudes, deflection limits, bridge span length, bridge continuity, structural system, and others.
Traditionally, the bridge design load is calculated by magnifying static live load with impact factor.
Figure 8 One of New Jersey bridges is loaded and calibrated by the BDV software.
To prevent such structural failure of coastal bridges, wave loads on bridge superstructures need to be quantified.
A 908-kN (200 kips) compression Whetstone bridge-type load cell was used to monitor the applied load.
