I am analyzing a curved open box girder that is subjected to torsional effects. The section is composite with the concrete deck, so I am assuming it is a closed section under live load stresses. To determine the dead load stresses, I need to assume that the deck does not have any stiffness...
I am performing a load rating of a steel multi-girder bridge with a concrete deck - a fairly routine analysis. We have five girders, and the curb-curb width is 14 feet. To determine the LL distribution for the interior girders, we used Table 3. 23.1 which gave us S/7 for a single lane. For...
We are performing the load rating of a bridge that exhibits significant corrosion of the steel webs near the abutments. The webs have holes near the bottom flanges, the largest of which is 2" high, 16" long. I am having trouble calculating the shear capacity. I am uncomfortable using the...
We are performing a load rating on a bridge that exhibits significant corrosion of the steel webs near the abutments. There are several holes in the webs near the bottom flanges, the largest of which is 2" high, 16" long. I am having trouble calculating the shear capacity. I am uncomfortable...
We are currently load rating a truss where the connections are welded using gusset plates. When we input the truss into STAAD we assumed fully fixed connections at the ends. The resultant moments in the members were relatively small, but since the members bend in the weak axis, the load rating...
We are currently load rating a truss where the connections are welded with gusset plates. When we input the truss into STAAD we assumed fully fixed connections at the ends. The resultant moments in the members were relatively small, but since the members bend in the weak axis, the load rating...
We are currently load rating a truss where the connections are welded with gusset plates. When we input the truss into STAAD we assumed fully fixed connections at the ends. The resultant moments in the members were small, but since the members bend in the weak axis, the load rating is very low...
We are currently load rating a truss where the connections are welded using gusset plates. When we input the truss into STAAD we assumed fully fixed connections at the ends. The resultant moments in the members were relatively small, but since the members bend in the weak axis, the load rating...
We are working on a steel girder where we want to cut a void in the web, and replace the portion with a new plate. The hole is next to the bearing stiffener. When running the model in STAAD, we get a high buckling stress concentration, right at the top corner of the void. Effectively, in two...
We are working on a steel girder where we want to cut a void in the web, and replace the portion with a new plate. The hole is next to the bearing stiffener. When running the model in STAAD, we get a high buckling stress concentration, right at the top corner of the void. Effectively, in two...
We are working on a steel girder where we want to cut a void in the web, and replace the portion with a new plate. The hole is next to the bearing stiffener. When running the model in STAAD, we get a high buckling stress concentration, right at the top corner of the void. Effectively, in two...
Our firm has been asked to solve a problem with a pony truss. It appears that one of the trusses has been impacted. The vertical members are bent in the direction of traffic, but the truss itself is leaning out from the bridge. Since it is a pony truss, the addition of ties at the top of the...
I have a situation where a multi-cell concrete culvert is showing signs of over-stress in an exterior wall. Our analysis shows dead load alone causes overstress, thus a negative load rating. I would like to set up a monitoring program to collect displacement data at critical locations. Has...
I have a situation where a multi-cell concrete culvert is showing signs of over-stress in an exterior wall. Our analysis shows dead load alone causes overstress, thus a negative load rating. I would like to set up a monitoring program to collect displacement data at critical locations. Has...
I have a situation where a multi-cell concrete culvert is showing signs of over-stress in an exterior wall. Our analysis shows dead load alone causes overstress, thus a negative load rating. I would like to set up a monitoring program to collect displacement data at critical locations. Has...
I have a situation where a multi-cell concrete culvert is showing signs of over-stress in an exterior wall. Our analysis shows dead load alone causes overstress, thus a negative load rating. I would like to set up a monitoring program to collect displacement data at critical locations. Has...
Is there any information on strength requirements or required cross section of lateral bracing? AASHTO code gives minimum spacong criteria, but no information on the strength required to consider a point braced.
Is there any information on strength requirements or required cross section of lateral bracing? AASHTO code gives minimum spacong criteria, but no information on the strength required to consider a point braced.
