Do you have a sketch of your scenario? e.g If it is a wall scenario across a wall horizontal construction joint, then that "external force" can be the weight of the wall and other supported Dead Loads. If it is for precast bridge girder elements, this could be post-tensioning forces, etc..
It is too late in the game to be asking this question, consultation with the slope geotechnical engineers would have been helpful during the planning stage to recommend the preferred bridge substructure design. Without any geotechnical/rock mechanics information or guidance though, I would look...
Yes, design the abutment for seismic. As a minimum the concrete bearing area should have sufficient end and edge distance to not allow the girder end to slip off.
Great effort! With skewed bridges, I do not skew the deck plates as my deck main rebars run perpendicular to the edge of the deck. With continuous bridges, the deck plate in negative moment regions could be cracked sections depending on the designer. Further, watch the ratios of individual...
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
Mixti,
Provincial law dictates under PUBLIC TRANSPORTATION AND HIGHWAY IMPROVEMENT ACT
https://www.ontariocanada.com/registry/view.do?postingId=3464&language=en
O. Reg. 104/97
O. Reg. 472/10
https://files.ontario.ca/books/143-52.pdf
Interpretation of this law as to whether this would...
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
Thanks all, looks like some paint or additional coating is necessary.
FYI
A490 bolts are not to be hot dip galvanized. Also see chemical composition below:
http://www.portlandbolt.com/technical/specifications/astm-a490/
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?
Though this may be a bit of a stretch, this may be applicable.
http://www.wsdot.wa.gov/news/2016/11/14/wsdots-new-flexible-bridge-technology-designed-stand-seattles-next-big-earthquake
For structures subject to cyclic loading and if this welded joint sees stress reversals, design of the weld is based a category which has no discontinuity. As a rule, in such a case I would stay away from doing so, even though the hole is drilled and circular.
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?
Beyond this, raked (battered) piles have been problematic in California as pile caps were just sheared off. It appears that the stiffness of the pile group has a large influence in such cases. Thus the development of p-y curves.
The answer is in your question, "large mass" piled foundation with seismic waves through the soil is definitely going to be an issue. No reference required, basic understanding of engineering physics is all it needs.
