×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here

AS3600 - WALLS DESIGNED AS COLUMNS

AS3600 - WALLS DESIGNED AS COLUMNS

AS3600 - WALLS DESIGNED AS COLUMNS

(OP)
HI ALL,

As per 11.2.1 (a) (ii) and (b) (ii), if the walls are designed as columns, the clause 10.7.1 (a) ( columns to have atleast 0.01Ag reo) applies. I am trying to use lightly reinforced "non ductile" structural walls (mu = 1) in my project (not including the shear walls). These walls are precast walls and I want to use SL92 MESH each face. By providing vertical pw < 0.01 and horizontal pw > 0.0025, I can override the restraint requirements of 10.7.4. But the SL92 MESH each face is less than the 0.01Ag requirements of 10.7.1.

These walls (esp the ones in the ground floor) are quite heavily loaded in compression (N* > 0.5phiNu), but I am not relying on the reinforcement for compressive strength, concrete alone is enough. I read in the AS3600 supplementary that the 0.01Ag requirement for reo can be ignored if Asc*Fy > 0.15N* because the reinforcement should take atleast 15% of the compressive load. Does that mean there is no way around this clause? I have to provide N16-200 each face to meet the requirements of 10.7.1?

Thank you in advance.

RE: AS3600 - WALLS DESIGNED AS COLUMNS

Quote:

I am trying to use lightly reinforced "non ductile" structural walls (mu = 1) in my project (not including the shear walls).

Are you designing the shear walls for a different mu value? You cannot do that - the whole structure needs to be designed for the same mu.

Quote:

Does that mean there is no way around this clause?

I don't think there is.

RE: AS3600 - WALLS DESIGNED AS COLUMNS

(OP)
Ahh okay, thank you! No I havent designed the shear walls yet, hoping it works with mu = 1 loads

RE: AS3600 - WALLS DESIGNED AS COLUMNS

Refer AS3600-2018 amendment 2.
11.2.1.a.ii & b.ii have been updated to refer to 10.7.1.b only (4% max reo limit). When checking a wall segment 'as a Column' the lower limits are the normal 0.15% / 0.25% to 11.7.1 or that required by the Column design check.
Remember to keep clause 11.7.4 in mind, which has been expanded on in amendment 2.

RE: AS3600 - WALLS DESIGNED AS COLUMNS

Good points SLR V1.0

I need to refresh my memory of those clauses.

RE: AS3600 - WALLS DESIGNED AS COLUMNS

Quote (Retrograde)

Are you designing the shear walls for a different mu value? You cannot do that - the whole structure needs to be designed for the same mu.

That's not quite right, I believe, as long as these are not primary lateral resisting elements. The code for example specifically requires to design as non-ductile any walls with aspect ratio H/L<2.
So for example if you have a building with moderately ductile cores and shear walls, you can still have other elements that have a lower level of ductility, as long as you design them with the correct load level. The important thing is the failure hierarchy, getting the primary lateral resisting elements to develop plastic hinges while the secondary structural elements remain elastic (i.e. designed as non ductile, with a much higher load). At least this is my understanding.

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members! Already a Member? Login



News


Close Box

Join Eng-Tips® Today!

Join your peers on the Internet's largest technical engineering professional community.
It's easy to join and it's free.

Here's Why Members Love Eng-Tips Forums:

Register now while it's still free!

Already a member? Close this window and log in.

Join Us             Close