Anchor Pull-Out Test Load

[FEM4Structures]

Trying to come with anchor Pull-Out Test Load embedded in concrete.

Say the service live load is 1 kip. (Assume all Live)

Is it correct to multiply 1 kip with (1.6/0.7) for a total Test Load of 2.43 kips. Such that FOS for LL= 1.6 and Phi =0.7 for concrete tension capacity equations per ACI 318 Appendix D.



Thanks,

FEM4Structures

 

[Ron]

In tension for anchors, ultimate load should be 4x the design load.

For load test post design, you're 2.43k is ok

 

[wannabeSE]

For guidance, OSHPD's Code Application Notice (CAN) on Tests for Post Installed Anchors provides criteria for pull tests,

http://www.oshpd.ca.gov/fdd/Regulations/CANs/2007/2-1916A.8.pdf.

OSHPD has jurisdiction over all hospital construction in California.

 

[FEM4Structures]

IS there a guideline for CIP anchor rods?

Thanks,

FEM4Structures

 

[wannabeSE]

If I ever wanted to verify cast in place anchors, I would use the same criteria. 1.5 times the design strength for static loads, 2 x the design strength for seismic load but no need to test beyond 80% the yield strength of the anchor.

If the anchor demand is low compared to the design strength, I would also consider the frequency of testing and lower the test value. Are all of the anchors are being tested or just some percentage. I believe chapter 17 of the IBC requires 2x the design load for in-situ load test for items where there is no recognized test standard.