Special Reinforced Masonry Shear Walls

[sedesigner06]

I am working incorporating the design and detailing requirements of a Special Reinforced Masonry Shear Wall (R=5) for a seismic design category D structure. My only option is to use a SRMSW and cannot use intermediate to relieve the detailing requirements.

I am reading ACI 530-13 7.3.2.6 d stating:

"Shear Reinforcement shall be anchored around vertical reinforcing bars with standard hook" with the commentary noting "This requirement is intended to avoid a splice failure in such reinforcement.

My Questions are:

1) Does anyone have a detail showing this, I have looked at a lot of standard masonry details and never ran across one showing a hook around vertical reinforcing.

2) My interpretation of the commentary is I cannot use development length in any scenario...hooked on both ends and then placed over vertical reinforcing within a bond beam? Seems odd and crowed

I typically use (2) #5 in bond beams at 4'-0'' OC, seems if my interpretation is correct it my be better to use #4's for tighter hooks and less crowding and choke down the spacing if needed to make sure the proper reinforcement ratios are met.

Thanks in advance for any help.

 

[slickdeals]

Refer to this publication.

https://www.curee.org/projects/nehrp-jv/publications/nistgcr14-917-31.pdf

See Page 33

 

[EDub24]

I don’t usually show a detail. I just have a general note that says the bars need to have a stabdard hook. I verify that when I review the shop drawings. If you want a detail you would just show a hook around the vertical corner bars. Regarding the bar size it depends on what size cmu block you have. An 8” block might be tight with (2) #5’s but not impossible. I’ve seen guys angle the hooks so they fit. It does get crowded at the corners which is why having a quality Contractor is key to making sure the grout is properly placed.