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@KootK, Test your GoogleFu: EVALUATION OF BENT CAPS IN REINFORCED CONCRETE DECK GIRDER BRIDGES, PART 2 FINAL REPORT ODOT RS 121 Dr. Christopher Higgins, Oregon State University I believe that you can find this report online for free. The report is quite useful for visualization and...

KootK, Interesting issue. I have a few thoughts and some experience in this arena that I'll try to layout logically. I am a bridge engineer with the Oregon DOT. I have used STM during repair work (bearing replacements) to asses the adequacy of diaphgrams/backwalls for use during jacking...

Yes

On a recent project, our Contract Office was asking questions about the design of an MSEW. One of my co-workers pointed out that they used to vary the reinforcement length along the height of MSEW to reduce backfill quantities. I know that AASHTO code does not allow this, but I don't have any...

Thanks for the input, but let me clarify my question a bit. The question originated from an attempt to meet constant amplitude fatigue limits (CAFL) set by AASHTO in the LTS Section 11.9. This section simply states a stress limit for a given detail category. In my case, I have a Category E...

I am analyzing an HSS Round section to determine combined stresses for evaluation of fatigue. The AASHTO Standards for Signs, Luminaires, and Signals 2009 is the governing code. In several of the critical location the section experiences bending (multiple axes), axial compression, and shear...

Thanks for the input geobdg. The canal is not lined. I would say that there is a significant amount of water loss based on the sections of cattails strewn about. I think this serves as "irrigation" for many of the fields adjacent to the canal. I was thinking through my scenario last night and...

I am the geotechnical designer for a county bridge replacement over a canal. Spread footings are to be placed within the dense embankment fill. The subsurface profile is attached. The canal flows seasonally and the subsurface exploration took place approximately two weeks after the canal went...

The unique wall layout is due to right-of-way issues on the project. This layout minimizes impacts to businesses and allows them to keep the majority of their existing property and property rights. I actually found the answer to my own question in the Structural Engineering Reference Manual...

The roadway is located on the other side of the sidewalk. No passive resistance is being mobilized here since there is a possibility of any roadway work (paving, etc.).

See this sketch.http://files.engineering.com/getfile.aspx?folder=b32b9882-208c-4857-bcce-02d7270694d8&file=Retaining_Wall.pdf

Thank you for your general input ishvaaag. Does anyone have any input based on standard practice? Are live load surcharges typically applied to shear keys? I am convinced that a live load surcharge should be applied to the shear key in its current location, however, what if the shear key was...

I have been asked to evaluate the feasibility of the attached retaining wall section for a DOT highway project. The wall will be retaining earth above a highway and will be supporting traffic (i.e. business parking lots). Sliding is the controlling scenario. Frictional resistance is minimal...

I have been asked to evaluate the feasibility of the attached retaining wall section for a DOT highway project. The wall will be retaining earth above a highway and will be supporting traffic (i.e. business parking lots). Sliding is the controlling scenario. Frictional resistance is minimal...

I am working on a foundation for a bridge over the interstate that requires the use of pile foundations through MSE walls that are approximately 30 feet in height. The structural design engineer in our unit is concerned about how the unbraced length of the pile will effect the axial capacity of...

I am working on a foundation for a bridge over the interstate that requires the use of pile foundations through MSE walls that are approximately 30 feet in height. The structural design engineer in our unit is concerned about how the unbraced length of the pile will effect the axial capacity of...

The soil layering is: Embankment Fill SM - 74 Tephra SM - 24 Fine Alluvium SM - 40 Flow Breccia GM - 53 Pretty consistant with your prediction.

Thanks for the input Jalthi. This is a straightforwad, but effective method. I should clarify that I was hoping for a "cleaner" solution...if anyone knows of one.

I am working through my first spread footing design and have prepared a spread footing design chart, which plots the strength limit state curve and various settlement curves on a graph (factored net bearing resistance against footing width). The beauty of this graph is that to the left of the...