Load rating software

BridgeLink is an integrated suite of bridge engineering software. BridgeLink links together several different bridge engineering software tools into one convenient and easy to use platform.

Thus, the software is capable of periodically updating the installed templates and libraries with the most current versions published by TxDOT.

Though these templates and libraries are subject to change, the user may save PGSuper project data with its associated templates, libraries and settings in a. Custom defined beam shapes that fit within each family of girder types supported by PGSuper can also be added to the user copy of the templates, thereby extending the girder shapes that the user can design, analyze, and load rate with the program.

The flexural design feature computes the required number and pattern of prestressing strands and the minimum required release and final concrete strengths. Specification checking evaluates girders for compliance with strength, serviceability, and detailing criteria.

Horizontal and vertical shear design, analysis, and load rating is also facilitated. This download also contains the Center to Center Test Suite application, used to validate the plugin against the defined interface, and the Status Logger application needed for the Test Suite application. A specialized structural analysis program using a discrete element model that produces envelopes of maximum bending and shear forces acting on bridge bent caps.

Users input live loads are automatically placed within users defined lanes to generate maximum forces at users specified points. The system improves the constructability and durability of mass concrete bridge members and other structural members. Features include concrete mixture proportioning, thermal analysis, crack prediction, and chloride diffusion service life. It contains design modules for several mass concrete shapes, bridge decks types, precast concrete beams, and concrete pavements.

Analyzes cantilever overhead sign bridge typically built in Texas. Structure geometry and analysis are based on the assumptions and limitations described in the help document. CULV5 is an analysis tool for concrete box culverts. The program determines the forces acting on each of the different members of the culvert using the direct stiffness method.

The user provides input data for loading conditions, structure geometry, and member sizes. The HY-8 program is available at no charge to the hydraulic and transportation communities. FHWA released the original Windows version 7. The HY-8 program has successfully operated on all current "flavors" of the Windows operating system. HY-8 7.

In the future, the plan calls for using a pooled fund effort1 to fund and support incremental upgrades and additions of features, based on available time, budget, and adoption of new hydraulic practices and techniques.

Quick Start Guide. Use approximate analysis method for overhead sign bridge customarily built in Texas. Overheight Vehicle Detection System. Specialized program which performs non-linear analysis of slender, non-prismatic, and hollow core concrete.

Reference Guide [zip, 4 file,22mb]. The 7. The Task Force extends its sincere appreciation for your continued support as we work to provide you with additional modules and enhancements over the next few years. We encourage your feedback so we can provide you with the necessary features for improving the productivity of your staff and the quality of their work. Version 7. The modernized system significantly upgraded the core technology to a modern software architecture that utilizes current and future hardware, and the latest software development technologies.

The modernized AASHTO analytical engines improve the analysis runtime performance of all structure types and paves the groundwork for future performance optimization. The modernized user interface provides an improved and simplified user experience design that is easier to use for beginners and without losing modeling flexibility and robustness for advanced users.

The support of the following transportation agencies was instrumental in ensuring the long-term viability of BrDR through the successful migration of the software to the modernized BrDR 7. This project would not have been possible without their funding commitments to support this essential project. BrDR 7. In addition to the modernized system, the 7. You are encouraged to fully exercise this software so that any bugs not discovered during the testing process can be identified and addressed as quickly as possible under the release warranty.

The following conditions must apply in order for an assumed load rating to be applicable:. Load Factor is to be used for all on-system bridges, except for timber bridges. It is difficult to assign an ultimate strength to timber. Therefore, both on- and off-system timber bridges are rated using only AS methods. Load Factor may be used for all off-system bridges, but AS should only be used for timber and masonry off-system bridges.

A Load Rating Summary Sheet should be completed for all calculated load ratings. The first version of Supplement No. When a bridge was originally designed, the designer often had to select the next size of reinforcing bar, size of steel beam, or thickness of cover plate to meet the design stress criteria. Sizes that were larger than the theoretically perfect size of member result in Inventory Ratings significantly higher than the design loading.

However, the design loading and date of original construction are important parts of the bridge data since they often provide a basis for determining initial routing of overload permits. If the original design was made using an H-load, such as H or H, then the equivalent HS Inventory Rating will usually be significantly less numerically.

For example, an H design might rate at HS However, this difference means that the total inventory HS-load capacity is 43, lb two 19, pounds axles and one 4, lb axle totaling Determine the original design load from a review of the bridge plans if available.

If the structure essentially matches an old TxDOT standard bridge, then the design load for that standard can be used for the Design Load Item Enter appropriate notation about this in the Electronic Bridge Record , and update the electronic Bridge Inventory File. When AASHTO first introduced the use of Grade 60 reinforcing steel in the Interim Bridge Design Specifications, 28 the allowable of 24 ksi for Grade 60 was assigned based approximately on the ratio of the Grade 60 ultimate strength to that of Grade Thus, the AS procedures were still compatible in factor of safety for concrete members.

LF rating procedures usually assign a dead load factor of 1. The resulting stresses or bending moments are compared to the yield of steel members or the ultimate capacity of concrete members also considering appropriate phi strength reduction factors.

Note that the value of 2. The load factor of 1. The factor of 1. Specific analysis of structures for over-weight loads, particularly superheavy permits over , pounds, is usually done with a load multiplier consistent with the restricted speed of the vehicle.

Commonly this factor is about 1. This procedure is explained more fully in Chapter 6, Routing and Permits. Do not consider temporary repairs for Inventory or Operating Ratings. However, take temporary repairs into account when assigning the operational status code of Item 41 to the structure. Temporary repairs are to be considered for the operational status code only until a more permanent repair is made.

Do not use temporary repairs for more than four years. The Inventory Rating directly affects the Sufficiency Rating, so therefore do not assign any weight to temporary repairs in the Load Rating calculations. Use all field information and conventional analysis techniques when the design loading is unknown or deterioration exists. Even when the design loading is known, the only acceptable method for accurate load rating is to do calculations based on the plans and known field measurements.

A concrete bridge with unknown reinforcing details no plans need not be posted for restricted loading , provided that the following two considerations are met:. Ratings are assumed in the permanent Bridge Record, described in Chapter 8. This procedure is summarized in detail by Figure Three additional considerations for rating concrete bridges with unknown reinforcing are:. A comparative original design rating can be used to estimate the amount of reinforcing in the main members.