When the base plate was put on the column top screwed.. there is some slits (or voids) between the base plate and column top. The designer was not familiar with using non-shrink grout underneath it. I tested to ask him if one can first put the grout then base plate on top.. he said yes.. I said...
Thanks Hokie and others. It finally all made sense.. when bolt is mentioned earlier.. I thought anchor bolts is being meant. But like the word "men" to stand for humankind.. adding a "wo" to "men" become "women".. the meaning changes.. so bolts is general terms and anchor bolt is part of the...
No they are putting epoxy primer under the sun and even while a bit of rain.. so new rusts form in parts of steel missed. In our country. This is the normal thing contractors do with laborers only earning $10 for working 10 hours a day. Such poor practice I know.
I went to the designer company this morning. The team leader said the A307 are adequate for the job. But they also give safety factors for construction error. Hence the 4 extra holes are just additional for extra margin.
So you are saying when the anchors are nearer to each other in a...
It's epoxy primer applied directly on the steel. The contractor workers won't even want to remove the rust first.. but I insisted they remove the rust with steel brush. But they do so lightly only. Someone (you perhaps) said the steel must be sandblasted to white first.. no contractor in our...
Edit.. the supplier said their a325 is made from 1045 steel... so maybe it should be called 1045 steel.. not a325 (which is only reserve for bolts with head?) that can cause confusion.. googling 1045 steel:
http://www.azom.com/article.aspx?ArticleID=6130
So is the f1554 gr 55 made from 1045...
again extra anchors (expansion bolts) were put (the blue texts) to aid the poor A307. the following are the holes in the metal plate painted with grey.
jrisebo.. reflecting it today.. while it is true that shorter anchor distance would produce more force on the anchors.. the only way the edge...
The contractor tried to acetylene the 16mm hole (see pics below) but unfortunately (or fortunately) they can't make it smaller than 20mm.. so I spent extra bucks to have the manual drilling of all holes in the 9 plates by machine shop.
(the holes were done by the steel were epoxied primered)...
Ok.. had a meeting with the most senior structural engineer of one of the country's biggest structural firms (who did the original building and roof design).. they showed me their manual of high strength steel they used in design of anchor bolts which they specify as A325.
(or see...
i'll go to the structural company and visit the president now.. one of his team asked why I didn't use A325 as metal plate anchor bolt as this was supposed to be standard for high strength in the industry.. that was why they ignored the lowly A307.. at least I know how to ask them later.. many...
i can understand it better using the concept of neutral axis. if you add more anchors inside. the outside anchors would still have same distance to neutral axis. yes or no? if same and you add more internal anchors. the outside anchors would still have same distance to neutral axis and have same...
I understood the second part.. it's like the outermost bars in columns where they are the most stress. But according to jrisebo, if you suddenly add internal anchors.. it would change the outermost anchors contibution. Well.. in columns.. adding internal intermediate bars won't affect the values...
Is there a counterpart of this principle in columns? What serves as the anchor there that depends on the moment arms? In columns. Putting the intermediate bars or not won't affect the forces in the edge bars because of the strain diagram.. and what is the equivalent in the concept of anchors and...
For months and years. I've learnt how to derive the computations in beams, columns, foundations, even seismic. I generally avoided wide flange and base plates because I just wanted to focus on reinforced concrete. But this situation forces me to try to understand it.
Ive been trying to...
In the Philippines. All use high strength A325 in wide flange columns.. they have to let the fabricators produce them for any length. This is according to my contractor and designer. They ask why I used such lowly A307. This is what prompted me to ask all this. I went to a hardware this morning...
I'm just verifying the design of the designer because he made mistakes before. He for instance forgot to put stirrups in places that needed it before.. later he just designed carbon fiber retrofit because he forgot. So now I'm cautious and just want to double check if he would make another...
In ACI 318 Appendix D illustration (see above), i'm more concerned of shear loading than moment loading.. anchor so close to edge can result in pryout. This is even without any moment but just the structure swaying left to right. That's why the direction of the shear is horizontal.
Thanks for this tips about the A307 being poorly soft jrisebo. I just called the contractor now and demand they don't hammer the bolt because it's "poorly soft" and instead make the hole bigger like you said on at least one of the holes and use washer.
About the designer. He was just 22 years...
Yes, the designer make it stiff because it is just rafter middle support. Moment is suppressed..
This is the 0.5x0.5 mtr base plate that enclose all the 8 anchors (the 4 were not yet put.. maybe tomorrow if weather permits)
The blue dot is the A307 bolts (1 foot embediment) located about 3"...
