if( isset($_GET['cat']) )
if( strlen($_GET['cat']) > 5)
Why have I always used 1 ½” instead of the AISC recommended 1 ¼” ?
Embarrassingly enough I will have to say “because this is what I was always taught to use.” But that don’t make it right. "I hear a song in here somewhere…"
I have a client who, I know, will scrutinize my upcoming design to the Nth degree. If they see 1 ½” edge distances I will be asked why. What rational, engineering reason would I have to use 1 ½” edge distances instead of 1 ¼”? Other than it’s easier to read on a tape measure. These are distances I will be showing on cap plate details, connection plate details, clip angle details, etc. Btw, all of this steel will be galvanized. This structure is comprised of a few monorails that will be extensions of existing monorails and will be connected (hung) from some existing roof framing steel, (roof steel is circa 1967 ). Thank you for all your help on this.]]>
I work in gas turbine dept.
we all know Gas turbine is basically anchored to the foundation and in my case, at the ground floor.
Now, to design the GT so that it does not dislocate bcoz of earthquake, if i am not wrong, I should actually design the supports.
I would like to know in which category the below case falls.
case: GT bolted to foundation at ground floor - need to be seismically designed for dislocation only… i am not worried abt the structural integrity of GT.
As per code books:
Non Building structures similar to buildings
Non Building structures not similar to buildings
Non Structural components.
Again, I am stressing at the point that i would like design the mentioned case only for disclocation, not for structural..
I will be grateful if detail explanation with reasoning given
Can anyone provide me with some guidance as it relates to the design of a bolted flange plate column splice. Its for a SMF system and my thinking is that since AISC 341 9.9 requests the splice to have a required flexural strength = RyFyZx then this calculated moment should be transformed into a tensile/compressove force = RyFyZx/D where D is the depth of the column.This force can then be checked against the tensile yield and tensile rupture strengths of the plate (apart from all the other checks to be made.
The splice is for a W14×233 column and belive that this is the reason that I am getting some rather large plate and bolt sizes.So far its 10 inch and a half A490 bolts per column end and 2 inch plates, both sides of flange.Im also guessing that CJP welds may probably be more economical here. Any guidance appreciated]]>
I am currently building a small steel structure using a 9-foot high 4×4-inch square tubing, mild steel, 1/4-inch thick, to vertically support another non-moving horizontal beam.
I am desperately trying to find a place/chart/website/anything that can give me a rough idea if I am relatively safe in terms of vertical load capacity of the 4×4 post (it’s plum).
The load will potentially be as much as 5,000 pounds.
Any help would be so much appreciated.
Thank you in advance.]]>
Sometime for short lenght sheetpiles of about 6 to 8 metters can be install sing a small hydraulic powered vibratory hammer attached to a heavy excavator. The bucket of the excavator had been removed and in it’s place a vibratory hammer is placed. It will be powered by the hydraulic system of the excavator.
This video below shows a vibratory hammer mounted to an excavator arm. It’s installing a sheet pile walls. Most likely the wall is to stabilize the ground behind the sheet wall. Infront of the wall is an open excavation.
Now as mentioned earlier in my earlier post it is not a good practice to install sheet piles by banging the steel sheet piles using the excavator bucket. Doing this may cause damage to the sheet piles and as well to the excavator bucket. If you see a dented excavator bucket, then you are sure that the excavator may had been subjected to abuse beyond what the excavator had been designed for.
However, if the sheet piles are not made of steel but of vinyl sheeting ( easily recognizable from it’s clean white color ) than the installation can make use of the excavator bucket. Like this video below shows. Sometime when difficult ground is encountered, the area where the vinyl sheet piles are to be installed may be loosen using water jet prior to installation. Vinyl sheet piles are popular near water areas like sea wall, river banks due to it’s non corrosive nature. Here is a video on how vinyl sheet piles are installed with an excavator bucket.
Ensuring proper and correct interlocking between sheet piles is one of the key and crucial requirement during the installation of sheet piles. Usually this is done manually and can be rather tricky if the the sheet piles need to be interlocked at a height.
Thus this required the hosting of both man and sheet pile high up from the ground to get the job done. And thsi can be dangerous due to the height involved and difficult too as the person esuring the proper interlocking of the sheet piles has to communicate with the crane operator from a height. Further more it will be virtually impossible to do thsi when there is stong cross winds.
Now a company had come out with an igenious solution. A gadget called the “Universal Sheet Pile Threader” solves all the invconvinience and problem as mentioned above. It is completely safe and require only two men ( one infront and the other behind the sheet pile) to install the gadget and done on ground level (thus very safe)