We are working on a cost proposal for an existing 800' long (mulit-span) railroad bridge from the early 1900's that is to be converted into bike path bridge. The bridge was used until the mid 90's and is in really good condition. There are 2 built-up plate girders that are spaced at the gauge...
I'm not sure if any of you have had to design a steel splice utilizing the new AASHTO 8th edition yet. The moment resistance check in section 6.13.6.1.3b seems to be controlling the flange design of the girder itself. We've been doing a couple single span girders that have needed splices due...
I'm working on a bridge rehabilitation and have the existing rehabilitation plans dated 1973. In the parapet, the original designer used "33-55 Welded Wire Fabric". We are only replacing a small chunk of the parapet and the DOT has requested we use the same W.W.F. as originally specified. I...
A few months back, we were investigating what analysis method to use on a new bridge project. For reference, the old thread is this one:
thread607-412835
To sum up this bridge, it is a single span plate girder (128.5'), resting on MSE walls. There are 8 beam lines. The beams are straight...
Good afternoon. Our next bridge project here will be a single span (133' c/c bearings) steel plate girder on semi-integral abutments on MSE walls. The bridge is a grade separation on an interstate. The skew is in the vicinity of 45 degrees. The horizontal alignment is curved with a radius of...
Hi, we are working on putting together a bid for a Design/Build project where we are to rehabilitate an existing bin wall by "tying" new rebar to the existing wall and then placing a cast in place 8" wall facing on the front of it. The spill thru slopes in front of the pile supported abutments...
Hi, I am in the process of designing a "U" shaped abutment for a grade separation bike path bridge. The bottom of footing to the top of the walls will be about 25' tall. The distance from the inside face of the wingwalls will only be 12.0' The foundation will be a single mat incorporating the...
I've read until I am blue in the face and can't find anything that helps me. I am not a geotechnical engineer, though understand the basics fairly well.
My situation:
150' single span plate girder bridge supported on semi-integral wall-type abutments that are roughly 30.0' tall founded on...
Hi folks. We are in the process of load rating some old pony trusses and welded gusset connections. The original plans for one particular truss state the design live loading as S-12. Could someone shed some light on what this loading entailed. The plans are from either 1951 or 1957 (bad...
We are designing a large volume pier (for aesthetics) that tapers from 6'-9" thick at the bottom to 4'-0" at the top. The pier is about 52'long and about 11' tall. It is a wall type pier supported on driven piling.
The controlling Asmin of 1% steel AASHTO Std. Spec. 8.18.1.2, nets me 317...
We are in the type study phase of a small replacement structure. More than likely the bridge will be a single span prestressed box beam on integral abutments (single row of piling). From the geotech report, rock will be about 9' from the bottom of footing. The abutment from bottom of footing...
I haven't had to deal with many foundations into rock here in Ohio, but now am doing some retaining wall designs in New Hampshire. Code requires the bottom of footing to be 4' below grade. The geotech engineer wants the rock overexcavated an additonal foot below bottom of footing then...
Hi, I am doing a retaining wall design that is retaining a parking lot of a resturant. The wall will have guardrail monuted to the top of the wall to stop cars that are parking from driving over the edge of the wall. I cannot seem to find any information on what the horizonatal load is that I...
