I am involved in a design process of an architecturally elaborate bridge, made up of both precast and CIP elements. The bridge is being designed and constructed by a State agency, but will be turned over to our City for ownership/maintenance upon completion.
My question regards recommendations...
My thanks to Zambo and wiktor for their replies. To close the loop for you both, it was decided that we will accept the cracked wedges and proceed with the project. We have requested a written statement from our engineers (presumably with backup from VSL) attesting that the cracked wedges are...
Hi wiktor -
Thanks for the reply. The anchors are VSL type ES, and the wedges are identified as such on page 2 of this link to VSL:
http://tinyurl.com/aqcdb
If you imagine looking directly on end at one of these wedges, you will have two wider radial lines defining the two halves of the...
Hi, Zambo, thanks for the reply -
No, the strands have not been cut yet, so detensioning would not be a problem.
As for the time delay in grouting, the contractor completed the tensioning late Friday afternoon (05/13), and was preparing for grouting earlier this week. After the cracked wedges...
After tensioning tendons for a large bridge project we received reports of radial cracking appearing in numerous steel anchor wedges. Some wedges only had one crack, some had multiple cracks. The cracks are visible on the exposed ends, and run from the inside diameter to the outside diameter...
Hello all -
We've run into a slight problem on a bridge job. The contractor mis-read a P/T note on our cross beam plan. Our beam had 4 rows of duct runs (4 duct in each row - 16 ducts total, with the Pj for each row given 21,,092 kN. The contractor read this as 21,092 kN total for all rows, and...
Hi VoyageofDiscovery -
Thanks so much for the input. I didn't note any cracks at the box soffit / web junctions, but I'll have our inspector take a look. Our plans indicate that the aspect ratio of the box width / box height is about 1.1, so we appear to be OK here. I'll pass along your...
Hello all -
We're currently constructing a post-tensioned box girder bridge (3 span continuous - 31.1m - 39m - 31.1m) with 2 slanted external /5 vertical internal webwalls. The center webwall (405 mm wide) shifted out of horizontal alignment as much as 150 mm total at the top during the...
Thanks again for the reply.
My involvement in this particular project is fairly indirect - my original objective was to get a free education in the soil nailing and testing procedure as I had never had the opportunity to witness this in the field before.
Our drilling contractor is...
PEinc -Thanks for the timely response.
The initial tests were sacrificial per our specs - this is a small production job, so per FHWA guidlines, only 2 tests were required. From what I understand, the anchor tests were considered failures because the contractor had to adjust the jacking force...
Hello, all. We have a small soil nail project here in Portland, and have questions about testing procedures. Our wall is fairly low, approximately 5 ft, and extends under a couple of existing freeway bridges. Our purpose is to widen a frontage road under these bridges. One row of soil nails has...
