GEOzhen
Structural
- Oct 21, 2019
- 5
Hello Everyone,
I have a question regarding the different methods for calculating anchor rod tensile strength using AISC 360 and ACI-318. I understand AISC calculating the anchor rod tensile strength using nominal diameter and ACI uses the net tension area. I found that the ACI method sometimes can yield a much higher capacity than the AISC method. Especially for the large diameter anchor bolts.
Taking a 3' diameter F1554 Gr.36 anchor for example, the AISC method yield a tensile strength of 231 kips. Yet, using ACI 318-14 equation 17.4.12 with 0.75 reduction factor, the tensile strength is 259.7 kips. ( The net tensile area is 5.97 in2 taking from AISC Manual 15th, Table 7-17) The difference is about 12 percent. Could anyone suggest what is the logic behind this? I saw AISC DG1 mentions both method should yield similar results. Am I missing something in my calculation?
Thanks in advance.
I have a question regarding the different methods for calculating anchor rod tensile strength using AISC 360 and ACI-318. I understand AISC calculating the anchor rod tensile strength using nominal diameter and ACI uses the net tension area. I found that the ACI method sometimes can yield a much higher capacity than the AISC method. Especially for the large diameter anchor bolts.
Taking a 3' diameter F1554 Gr.36 anchor for example, the AISC method yield a tensile strength of 231 kips. Yet, using ACI 318-14 equation 17.4.12 with 0.75 reduction factor, the tensile strength is 259.7 kips. ( The net tensile area is 5.97 in2 taking from AISC Manual 15th, Table 7-17) The difference is about 12 percent. Could anyone suggest what is the logic behind this? I saw AISC DG1 mentions both method should yield similar results. Am I missing something in my calculation?
Thanks in advance.