Recent content by rt06

Thank you all for the valuable info. It is interesting to know different constructions in different areas.

Thanks Jed and Larsacious for the input. I have similar experience ( I am at south). However, I heard that in west coast where seismic loads necessitate large horizontal shear reinf (say bond beam spaced at 16 or 24 inch), the control joint is rarely used. Any folks from California can confirm...

Typically in CMU load bearing wall we place vertical control joint every 20 ft or so. Has anyone have the experience to reinforce a wall based on TEK 10-3 to increase spacing between joints (say 120 ft)? In a recent projct the Arch is asking so but I am hesitating to blindly follow TEK 10-3...

Ok, I found it in Brick Tech notes 3A...

Thanks. Do you know where I can find some mechanical properties of the structural clat tile?

Thanks. I have not gotten a chance to take one unit off and see the other side. What difference will it make if the other side is smooth vs not smooth? Thanks again

Please see attached picture I took for an existing masonry wall. I think it is Terra Cotta but not sure. Does anyone know this? Also, do you know what kind of tensile strength this type of unit has? I am trying to place some anchor in it. Thanks,

Ikjh345, thanks for the help!

Yes, it is what I am going to do, and is what I am worring about. For unbonded tendons we are surely not able to do this. But for bonded tendons I am hoping it is fine and there will be no "explosive" failure. But I am not sure of this. Is there anybody who has done it before? and is there any...

Thank you all for the suggestions. I will check the forces/deflection for the remaining spans, the development length of the tendon, etc. I might need to come up with some strengthening scheme for the remaining spans, I might have to design them as Class C instead of Class U members. Thanks.

I have an existing multi-span prestressed (bonded) concrete beam. I need cut a big opening in the interior span, which means I will lose one entire span. Does anybody have some experience in cutting existing prestressed beam? I think it is doable since the PT tendons are bonded to the concrete...

Thanks Haynewp and JAE for the valuable information.

I am working as a structural engineer in Texas. I will take SE I test this month. I would like to take SE II test next spring. Does anybody know whether there is any requirement for taking this test? Do I need to go to California to take the exam? I asked Texas board this question but they are...

Without knowing details of your structure system, I guess your 40-story building is unlikely to be purely special moment frames. Is it a dual system ? Maybe you can look into changing the type of your concrete moment frame and see if it works (I am not familar with high seismic zone building...

During preliminary lateral design, your column in tension is a good index that your building is either too light or too slim that it might have stability problem. It might be fine but on the other hand it leaves you not much room to play in the CD design, and every body knows how much the...