Recent content by seaw

Thanks for all. :)

I'm sorry, actually meterial is GS-20 Mn 5,DIN18800 Chemical compound : Carbon 0.17-0.23 % Silicon <=0.60 % Manganese 1.00-1.50 % Phosphorus<= 0.02 % Sulphur <=0.015 % Chromium <= 0.30 % Molybdenum <= 0.15 % Nickel <= 0.40%

The above picture (1) is elevation.:)

Thanks Metalguy and CWIC. Here are the additional information. 1.) These two pieces are aligned vertically as the following picture. || <--- Top member (first piece, || already connected to other members) || -- <--- Welded joint || || <---- Bottom member (second piece, ||...

In practice, is it possible to weld two pieces of solid section (Fy=360 MPa) 250x150 mm. together on site ? If yes, is there special care for this case? Thank you in advance.

Could anybody tell me briefly what is explicit dynamic? Thanks.

Thank you BryanStein

Thank you WAstruc10 I have ever experience with Hilti. However, I would like to know concept and design criteria as similar with ACI318/02 APPENDIX D but for chemical anchorage.

I just found that there is a room for ACI (concrete) Code Issues Forum. I will post it there.

There is a design method for anchorage to Concrete in ACI318/02. However, it is only mechanical anchorage. Does anybody know where is for chemical anchorage?. What I have ever used is only 0.5 of capacity from mechanical anchorage. Thank you in advance.

There is a design method for anchorage to Concrete in ACI318/02. However, it is only mechanical anchorage. Does anybody know where is for chemical anchorage?. What I have ever used is only 0.5 of capacity from mechanical anchorage. Thank you in advance.

I have a question about shear friction in precast segmental bridge (with external post-tension). My question is if I have checked shear strength by shear friction at the joint of precast segment with shear key. Is it neccessary to check shear strength by modified compression field...

ANSYS can do all your request but it quite difficult for who not familiar with FEM program. If your frame have not many element you can form stiffness matrix by inverse the flexibility matrix by mean of force method , this method you can use any software.Is it what you want?

What are advantage and disadvantage if I want to analyze plan (slab-beam-column) by grid or space structures and reduce the torsional stiffness of beam instead of manual transfer load from secondary beam to primary beam. Thanks.

etong_23@hotmail.com thank you very much.