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Thank you for your consistent attention. I will look into the paper, it would be helpful. Agreed, they may write only for tension. Thank you for sharing your suggestion.

In original post, I’ve writen the section & clause in detail. To sum up, ASCE Section 15.7.3 state “do not use overstregnth”. ACI Section 17.2.3.5.3 show the “three options for seismic shear” First, maximum shear from the attchment’s ductile yield mechanism (only one lef) Second, maximum shear...

As you understand, The connection parts(including the anchor bolt, concrete pedestal, base plate and other attachment) can not be designed without considering each other condition, especially in seismic condition. Only this way, engineer could provide safe design in seismic by either...

The code used are ASCE 7-16 and ACI-318-14 as I posted in orgin. If you have looked into the this code, then you could understand.

Thank you for your attention. I will look into it.

Googling means searching by google. Thanks for the formula used in EURO. It’s the code(ASCE,ACI) issue.

Thank you for reply It is helpful for me. API’s traditonal way must be acceptable. I may misunderstood what you’re saying about the base plate. I thought that you mentioned about option a) of Section 17.2.3.5.3 on ACI 318-14. I fully agreed with your reply. As you know ACI changed anchor...

I have looked into the STE05121 and ASCE anchorage design as well. However, the documents do not show the case of seismic shear higher than friction force when ductility required(Seismic design category C and more). So I’ve asked you how to determine when the shear shall be resisted by ductile...

Thank you for your reply. Firstly, I agree with you. option a) in ACI Section 17.2.3.5.3 could be used. Kindly ask you, How could I determine the shear force that can be transmitted to the anchor based on the development of a ductile yield mechanism in the base plate In other words, would you...

Tank, Vessel on foundation Anchor, Concrete Design with Overstrength factor (ACI 318-14, ASCE 7-16) I believe that there are many previous post on this issue. However, I would like to get other engineer's opinions. Here in after I will use "ACI" for ACI 318-14, "ASCE" for ASCE 7-16. To be...

To kootK Thanks! I'll look through it.

To Hookie66 Thanks and I agree with you. But would you tell me some reference for direct tension Of course that formula can be derivated from simple engineering thought "Tension will be resisted by reinforcement." But there's a phi factor and I can't find reference. And do you ageee with that...

To JedClampett I agreed with your reply. However, I found a similar formula that could be used in this case. If you have ACI 350 then look into Clause 11.7.4(Shear-friction design method). ACI 318 - 11.6.4(Shear-friction design method). But there is "mu - coefficient of friction". So I'd like...

Hello Another simple question that I wonder is PCA Example No.1 they mentioned about "Steel required for direct tension in long wall" Steel required : [A][/s]=[N][/u]/(0.9 X [f][/y]) Where does this formula come from? I've found "ACI 350-06 Clause 11.7.4 Shear-friction design method"...

CELinOttawa Ah!!! Thanks! I'm not quite used to use US unit. So sorry for the silly question.

How about the civil design consideration. The top of underground pipe shall be below than frozen depth of Soil(Ground), unless anti-frozen method is applied. It the pipe is located at the kind of traffic area, the traffic load shall be considered for the depth of pipe. (This case could be...

I have a question about the PCA Rentangular Tank Example. In the First Example Design Information Dimension : 30ft X 20ft X 10 ft Wall thickness : 18 in. There is Shear Strength (Vc) Vc = 2 X [fc][/0.5] X b X d -> I belive that it has came from ACi 350-06 11.3.1.1 d = effective depth =...