I typically don't detail my stirrups this way, however the Contractor wants to do it this way. Do contiguous bars in a closed stirrup configuration work?
https://fastenerengineering.com/dual-action-combining-a-mechanical-anchor-with-a-high-capacity-adhesive/
Does anyone have any experience with these type of anchors? Any thoughts on reliability under continuous tensile loading?
VoD
Looking for ACI software program to design Externally Bonded Fabric-Reinforced Cementitious Matrix (FRCM) based on ACI 549.6. Does ACI sell such software?
VoD
I have posted this in Transmission Structure Engineering, with no luck, so forgive me for cross-posting.
As plasma cutting is relatively new, I think this may be why I don't see much reference to plasma cutting in current Steel and Welding Codes.
I am wondering if there are any thoughts out...
As plasma cutting is relatively new, I think this may be why I don't see much reference to plasma cutting in current Steel and Welding Codes.
I am wondering if there are any thoughts out there on how it would affect the long-term performance of such structures?
VoD
If an entire area is galvanized and a specific item within this area does not have coating, such as A490 bolts at a bolted splice connection, is this an issue for corrosion of the bolts?
I am reviewing mill certs of ASTM A588 Cat. 3 steel plate and notice ft.lbs values for -22F around 200 even 300. Is this something occurring in industry? Is this normal or should it be suspect?
I have a concrete beam with shears of similar magnitude vertically and horizontally. When using closed stirrups (continuous by way of coupler), can I utilize the vertical legs to resist the vertical shear and the horizontal legs to resist the horizontal shear within the same stirrup based on...
Does anyone have rules of thumb on final soffit profile for composite concrete deck on steel girder bridges as a function of span length, etc?
Shrinkage and other camber losses come to mind for me as I don't want a sag condition to develop over time.
VoD
I typically do not use stirrups in this fashion, however I am checking a design of a beam, adjacent to a re-entrant corner with a typical crack. I would note that as the crack crosses the lap area, the development length of these stirrup U and inverted U bars either side of the crack is...
I am working through a worked example of pg 436 of the 2nd Edition and I am a little lost with respect to the way this example locates the CoG of the pile group. I am more familiar with doing this from one side or the other such as the toe or heel.
Has anyone noticed this or can anyone explain...
I am dealing with a deck replacement on a prestressed simple span bridge. I understand that the final induced moment is constant along the span. Is the sagging moment applied at the girder ends for the analysis?
I have an underground box subject to large uplift among other loads.
When I model and analyse this box with actual loads and a client accepted factor for buoyance, it is stable without acounting for shaft-soil interface friction. However for the LRFD case it becomes unstable. I need to...
This is a continuation of thread255-142962.
It appears the implemention of LRFD for these types of structures is very premature.
see pubs.nrc-cnrc.gc.ca/rp/rppdf/t96-107.pdf
The whole point of this type of change is to reflect the increase in knowledge in our field. The limit state...
I did an internet search to find software and found ADAP88 from Berkley, DIANA and a couple of others that I plan to investigate further.
Do any of you masonry arch gravity dam experts out there know of or recommend any user freindly seismic analysis capable software?
VOD
I am rehabilitating a steel bridge and the concrete end diaphragm has embedded steel bracing utilized during original erection. I am redecking the bridge and reconfiguring the abutment/diaphragm. I need to remove and replace/reconfigure the concrete of the end diaphragm without damaging the...
Does anyone have any information to find the critical buckling capacity of this top chord using elastic supports as a function of vertical and floorbeam stiffness?
VOD
After reading the Executive Summary of the Bridge 9340 Study by URS, I noticed that the main truss had members with interaction ratios greater than 1.0 when checked by LRFD. In retrospect, the report appears to down play this aspect as the bridge had performed well up to date. When checked...
