Thank you for the response.
I have no issues estimating the transverse bending moment using the AASHTO method. My concern lies in the longitudinal direction. While I understand that in a non-composite system, the steel box girder resists the entire global bending moment (e.g., 10,000 kNm), I’m...
Hello everyone,
I am currently designing a non-composite steel box girder. Since the system is non-composite, I assumed that the entire bending moment would be resisted by the steel girder alone. During the slab design, I did not consider any longitudinal bending stress in the deck slab and...
Hello, everyone,
I am currently designing a steel box girder, and I have some questions regarding the design of the diaphragm (plate type). Could you recommend any good references that explain the design of steel diaphragms according to AASHTO ?
I look forward to hearing from you.
Hello everyone,
I am currently designing a steel box girder, which includes longitudinal stiffeners in both the upper and lower flanges. The longitudinal stiffeners are welded on, with no transition radius. In the upper flange, two longitudinal stiffeners run continuously along the entire...
Hello everyone,
I am analyzing a curved ramp with three spans (36m, 45m, and 30m). The first two spans have a carriage width of more than 11.0 meters. However, between the second and third spans, there is a portion where the carriage width is less than 10.5 meters. In this regard, how many...
KootK,
Thank you for the response. Actually, we were in the process of detailing the beam when we came across this recommendation provided by Oregon DOT. We couldn't find a specific reason for the diagonal reinforcement and have no idea why it's needed. That's why I'm reaching out here, hoping...
Hello everyone,
I was just curious about the reinforcement detailing in the hammerhead beam. Is there any particular reason for using diagonal reinforcement (please see the attached figure)?
Regards
Hi all,
I am trying to design a capping beam that meets the definition of a deep beam, with an a/d ratio of around 1.0. I am curious about the standard practice for designing such a beam in terms of shear and flexure. Is it mandatory to design the beam using the strut and tie model...
WesternJeb,
Thank you for the link. For your information, the culvert I am designing has three spans with the total total width of 14.0 meters. I guess the standard details might not work in my current case. Anyway, the link has many resources and will surely be of help in the future.
Thank...
George, thank you so much.
WesternJeb, I am not in the US but we follow AASHTO guidelines for the design. If possible, can you please share me the link or standardized design tables for box culverts of any state?
Hello everyone,
I am designing a three cell box culvert. I am trying to perform a live load analysis in the culvert to estimate the forces in the slab and wall. I have realized that unlike point loads in bridges, we need to apply the vehicular load as an area load due to live load dispersion...
Hi everyone,
I have a query with regard to general practice in applying wind load when the building consists of both monopitch and duopicth roof.
In such case, how do we calculate the value of "e" which is necessary in allocating zone length for applying wind load based on Eurocode. I am bit...
Dear Rapt,
My concern is not about the capacity but the demand. The above figure of the circular pier is part of the straight bridge. Actually, since the bridge is straight, I would have used an angle of attack of zero (applying the load in the global axis) and combined it using the 100 and 30...
