ESWWR Vs Conventional steel reinforcing.

[yjung]

Hi all,

I have a question on using ESWWR (Engineered structural welded wire reinforcement).

I have #5@12" reinforcement specified on the plan.
Someone wants to use ESWWR by finding equivalent area of steel and spacing. Does it really work? If they can weld the between bars why they need to provide lab-splice?

is the conversion factor simpliy the linear relationship between the rebars and ESWWR ? The linear relationship between the conversion factor is somewhat strange because of the welded and tied bars connection.

What do you think about this ?

thanks always,

 

[wiktor]

yjung:
Normal reinforcement can be substituted by the wire mesh or engineered welded structural wire. The conversion is usually linear, area for area. Another factor to be considered is the difference in the Fy for the steel - wires have typically higher yield strenght than regular rolled carbon steel bars.
As for the requirement for lap splices - this is typically done to avoid welding on the construction site, where the condition are not always favorable for such activity. Also, any coating would be damaged by welding.
You have to look also in some other aspect of the substitution - corrosion. As the wires would be of smaller diameter, their eventual corrosion section losses be more significant asuming the same rate of corrosion.

 

[yjung]

I did some research but still i am not sure where the linear conversion equation comes from. Do you know any reference that i can take look at it?

Using higher strength steel means the steel became stiffer and stiffer. Any changing material properties due to welding will cause stress concenturation at that region. And so on...

I am still thinking the linear equation is somewhat too simplified, and will cause some problem later.

Any comment will be appreciated.

 

[kewlness]

hi. I'm doing a school project on bridges, and I wanted to know if y'all had any useful tips, especially on materials and strength.