ACI 318-19 Section 17.10 - Anchor Bolt Design for Seismic Site Class C

[oengineer]

I am seeking a design example for an Anchor Bolt Design for Seismic Site Class C based on ACI 318-19 Section 17.10. I am seeking a design example that shows the various Sub Sections of Section 17.10 being adhered to & referenced.

If anyone has one, could you please pass it along.

Also, Comments/suggestions are appreciated.

 

[Greenalleycat]

I have no experience with ACI requirements but our requirements aren't that brutal to follow
Can't you just do this yourself? Or use Hilti's (etc) software to do it for you?

 

[oengineer]

I have no experience with ACI requirements but our requirements aren't that brutal to follow
Can't you just do this yourself? Or use Hilti's (etc) software to do it for you?

I do not have access to the Hilti software (or any other software) at this point.

There are certain clauses/sub sections in the ACI 318-19 Section 17.10 that I would like to see clarified in an example calculation.

 

[Greenalleycat]

Are these cast-in or post-fixed (epoxy/mechanical)?
If post-fixed then all proprietary softwares are free to my knowledge - download one

You may have more success if you post the specific anchor you're trying to design and which clauses are causing you headaches

 

[fel3]

ACI 355.3R-11, "Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D," has quite a few example calcs based on ACI 318-11. I didn't find an updated version for ACI 318-19 or later, but you may still find this document to be useful. The example calcs are very well organized and annotated, and I found it easy to convert the several cases that I use the most into Mathcad.

 

[oengineer]

Are these cast-in or post-fixed (epoxy/mechanical)?
If post-fixed then all proprietary softwares are free to my knowledge - download one

You may have more success if you post the specific anchor you're trying to design and which clauses are causing you headaches

These are cast-in-place anchor bolts

 

[oengineer]

ACI 355.3R-11, "Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D," has quite a few example calcs based on ACI 318-11. I didn't find an updated version for ACI 318-19 or later, but you may still find this document to be useful. The example calcs are very well organized and annotated, and I found it easy to convert the several cases that I use the most into Mathcad.

Thank you for mentioning this reference.

 

[oengineer]

If anyone has a design example for an Anchor Bolt Design for Seismic Site Class C based on ACI 318-19 Section 17.10, it would be greatly appreciated

 

[oengineer]

Are these cast-in or post-fixed (epoxy/mechanical)?
If post-fixed then all proprietary softwares are free to my knowledge - download one

You may have more success if you post the specific anchor you're trying to design and which clauses are causing you headaches

Here are the sub sections in question:

17.10.5.1, 17.10.5.2, 17.10.5.3, 17.10.5.4

Any examples or references on these items are greatly appreciated

 

[dold]

Do you mean seismic design category C?

 

[oengineer]

Do you mean seismic design category C?

Yes, I am asking about seismic design category C

 

[BR0]

You probably know this, but Hilti, Simpson, and Dewalt all have free software that can do a lot of the calculations.
I live in a seismic design category D or greater, so I can't assist you with an example. To be honest, the calculations are so onerous that I gave up about 10 years ago, trying to do it by hand.

 

[oengineer]

You probably know this, but Hilti, Simpson, and Dewalt all have free software that can do a lot of the calculations.
I live in a seismic design category D or greater, so I can't assist you with an example. To be honest, the calculations are so onerous that I gave up about 10 years ago, trying to do it by hand.

I am working to get Hilti Profis, but in the meantime seeking a reference calculation.

Does any one know if Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D has been created based on ACI 318-14? I am basically trying to see if there is a more recent edition to ACI 355.3R-11.

 

[ANE91]

Does any one know if Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D has been created based on ACI 318-14?

Appendix D was a 2011 thing. Incorporated as Chapter 17 in 2014.

 

[ANE91]

Here are the sub sections in question:

17.10.5.1, 17.10.5.2, 17.10.5.3, 17.10.5.4

Any examples or references on these items are greatly appreciated

…5.1: If the EQ load is low enough, design it normally, to 17.6.
…5.2: if the EQ load is high enough, design it to …5.3 and …5.4.
…5.3: gives you options on ways to ensure ductility (FEMA P750) -->
(a) anchors yield before concrete breaks
(b) baseplate yields first
(c) equivalent to b but for wood crushing
(d) if none of the above, then deal with very large anchor forces
…5.4: new capacity equations that you must use; assume concrete is cracked

When I practiced in CA ~7 years ago, option (a) was regarded as “the best” but, due to the difficulty in making it work, options (b) or (c) often became the default.

 

[oengineer]

…5.1: If the EQ load is low enough, design it normally, to 17.6.
…5.2: if the EQ load is high enough, design it to …5.3 and …5.4.
…5.3: gives you options on ways to ensure ductility (FEMA P750) -->
(a) anchors yield before concrete breaks
(b) baseplate yields first
(c) equivalent to b but for wood crushing
(d) if none of the above, then deal with very large anchor forces
…5.4: new capacity equations that you must use; assume concrete is cracked

When I practiced in CA ~7 years ago, option (a) was regarded as “the best” but, due to the difficulty in making it work, options (b) or (c) often became the default.

Thank you for this information. Do you happen to have a sample calculation of this process?

 

[ANE91]

Thank you for this information. Do you happen to have a sample calculation of this process?

Not that I can share, sorry. You can try askhilti.com; they’ve been known to provide example calcs.

 

[oengineer]

Not that I can share, sorry. You can try askhilti.com; they’ve been known to provide example calcs.

Okay, thank you for letting me know.

I am looking at 17.10.5.3a & I had some questions about iii., iv., & v. Could you provide some insight about these subsections of 17.10.5.3a?

It seems to me that 17.10.5.3a part vi. is referring to using the adjacent vertical rebar to help resist the tensile forces. Could you please provide clarity on iii., iv., & v. ?

 

[oengineer]

…5.1: If the EQ load is low enough, design it normally, to 17.6.
…5.2: if the EQ load is high enough, design it to …5.3 and …5.4.
…5.3: gives you options on ways to ensure ductility (FEMA P750) -->
(a) anchors yield before concrete breaks
(b) baseplate yields first
(c) equivalent to b but for wood crushing
(d) if none of the above, then deal with very large anchor forces
…5.4: new capacity equations that you must use; assume concrete is cracked

When I practiced in CA ~7 years ago, option (a) was regarded as “the best” but, due to the difficulty in making it work, options (b) or (c) often became the default.

What would you consider a "ductile steel anchor" regarding 17.10.5.3a(iii.)? R17.10.5.3 refers to these items as ductile steel elements.

 

[oengineer]

I am looking at 17.10.5.3a & I had some questions about iii., iv., & v. Could someone provide some insight about these subsections of 17.10.5.3a?

It seems to me that 17.10.5.3a part vi. is referring to using the adjacent vertical rebar to help resist the tensile forces. Could anyone please provide clarity on iii., iv., & v. ?