Thanks everyone.
I had the same feeling as most everyone above: the steel is stiff and will take the load and the timber wouldnt do much. Another engineer was sure it would be ok. (What?)
to answer a few of the questions:
The W12x is offset 4" max and 1" min.
There is a concrete curb on...
The structure is in the middle of construction, and the builders have found a layout problem:
A the top levels of a 3 story structure sit on a steel beam which is supported by a steel column. The builders have discovered that the walls above do not sit on top of the steel beam below. They would...
I am designing a steel beam that will have an impact load. After impact, the load will almost instantaneously go to zero. I was told that there is an allowable stress increase of 1.6 - 2.0 for these short duration loads. I cannot find anything that supports this increase. Ive looked through the...
Unfortunately I was not able to probe the members in the first link or the last link. I did probe the member in the second link and it was solid; no penetration. It seems to me that if you can see the cubical pieces in the wood, then the damage has already been done and the wood is now...
This structure supports a waterslide and is wet a significant amount of the year. As you can see if you look closely at the pictures attached there are small cracks running perpendicular to the grain of the timber.
Based on this article, http://forestpathology.cfans.umn.edu/microbes.htm, and...
Is there an AISI book that has a table that specs allowable shear loads for the different stud gauges and sheathing thickness. I need lateral load resistance from structural sheathing nailed to light gauge steel studs but I cant find an allowable load table. I have the AISI CFS design manual...
Right. We have the tieback bonded length and unbounded length provided by our geotech. There is a lot of information about the geotechnical side of the design, however it wasn't totally clear how to find the prestressing force- I found that it should be the design load plus losses but it is not...
Background:
We were hired to design the structure of a soil nail wall for a geotech company. They gave us all the of the loads and the anchor locations. The soil nail wall was designed per ACI as mentioned in the below threads and was to have a shotcrete temp facing and a concrete permanent...
Im not sure what standard to follow but there is program called SAG10 that does transmission lines. You could always shoot them an email and ask...I know it does ice loads and wind loads. Theyve got a free demo...
@Ron: I actually thought of looking into flow through the fabric last night, did research and came up with a number to reduce some of the area the wind would be acting on. I got that idea after reading MikeHalloran's comment....but the forces are still too large for a cantilevered column to...
Seems like a simple question but the loads that I am coming up with are huge! The structure is a simple cantilevered column that supports cables with fabric spanning between the cables.
Attached is a plan view of what is happening. On one side of the 60' span the columns are 18' and the...
Would you mind scanning that article? I am interested in reading it and couldnt find it.
I went ahead and redesigned the system so that the edge distance was met. Thanks for the replies.
I am designing a pin connection to take a large tensile load in a very small area.
I need the edge distance to be smaller than the AISC Section D5.2 requires. Ive gone up in metal grade and increased the depth but the edge distance is still not up to code. If the shear rupture/tensile...
