Bolts doubt
Bolts doubt
(OP)
Hello,
I have just talking with a costumer about the use of different quality bolts. In Europe case 5.6 Vs 8.8 (according ISO 898-1) and in US case T0 Vs T1 (according ASTM A394) I think with steel S275 and S355 (Europe) or A36 and A572 Grade 50.
The question is that he explain me that is not good use bolts 8.8 (A394 T1) with material S275 and S355 (A36 and A572 Grade 50) because the angles suffer more than in normal situation with bolts 5.6 (A394 T0).
And other question is that sometimes when our costumer ask for more bolts because are missing or there are lack of them and we don’t have in our workshop bolts 5.6 (A394 T0) we send bolts 8.8 (A394 T1) in order to be quicker as possible. He said that this is not correct.
Can anyone help me to clarify both issues?
Thank you very much.
I have just talking with a costumer about the use of different quality bolts. In Europe case 5.6 Vs 8.8 (according ISO 898-1) and in US case T0 Vs T1 (according ASTM A394) I think with steel S275 and S355 (Europe) or A36 and A572 Grade 50.
The question is that he explain me that is not good use bolts 8.8 (A394 T1) with material S275 and S355 (A36 and A572 Grade 50) because the angles suffer more than in normal situation with bolts 5.6 (A394 T0).
And other question is that sometimes when our costumer ask for more bolts because are missing or there are lack of them and we don’t have in our workshop bolts 5.6 (A394 T0) we send bolts 8.8 (A394 T1) in order to be quicker as possible. He said that this is not correct.
Can anyone help me to clarify both issues?
Thank you very much.





RE: Bolts doubt
I'm not sure if I understand the question, but you can check the PLS-Tower output and see the capacity of the member and what is the limiting factor. Very thin angles of A36 may be limited by the bearing allowable. The shear through the bolts could also be the limiting factor.
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I have been called "A storehouse of worthless information" many times.
RE: Bolts doubt
My doubt is that one client say us that is not recommendable use bolts 8.8 (equivalent more or less to T1) in the steel lattice towers. In my opinion there are no problem when you check the PLS-TOWER output and everything is under the limit the calculation are OK.
Is there a problem for use T1 bolts high strength (Europe 8.8) in a steel lattice tower? In my opinion no but I want to know other points of view.
RE: Bolts doubt
_____________________________________
I have been called "A storehouse of worthless information" many times.
RE: Bolts doubt