Hello,
Recently we have been asked if we should be including a horizontal reaction (similar to the design of bridge cranes) to our analysis of work bridges. We do look at wind loading on the structure and equipment, but have not looked at a horizontal load related to a crane pick. Has anyone...
Hello,
I am sure there has been plenty of discussion regarding this section of ASCE 7-16, however I have not been able to locate a clear answer. I am looking at section 11.4.8, Exception (2) that discusses Site Class D sites with S1 greater than 0.2.
As I read the exception, I believe it says...
I am reviewing a structural analysis report for a client regarding some existing concrete pipe on their property. The report is stating that concrete reinforcement requires a minimum cover of 1/2" to develop the full strength of the reinforcement (not code minimums for construction). I think...
I am working on an industrial building retrofit project. The building system is an ordinary reinforced concrete bearing wall structure that is overly heavy due to two separate "cooling tower" like structures on the second level. These "cooling towers" are being removed during this retrofit...
We typically design temporary detour bridges to the old ASD AASHTO specs, however this time the state is asking us to use the 2014 version. The old ASD method gave distribution factors based on wheel line, thus we divided the simple span live load by 2 prior to applying the appropriate...
I am working on a bridge pier cap formwork design. We typically don't get involved with formwork, however the bridge is over the RR and the RR is asking for almost everything to be stamped. The pier cap itself has the basic dimensions 41ft long, 9.5ft deep (center only) and 7.5ft wide. The...
Hello,
I have a client that is wanting a small (12'x9') roof mounted aluminum platform to facilitate stack testing a couple times a year. In that past they have been using scaffolding to access the stack ports. The roof is structural steel supporting metal decking, supporting sloped insulation...
I am working on small aluminum access platforms. Given they heavy strength loss due to welding, I am curious about using a blind bolt to connect either double angles or a WT to a square tube column for the floor beams and knee bracing.
I see Magna-lok and hollo-bolt have 316stainless options...
I am working on a girder erection plan for a bridge with a relatively large radius curve (r=2200ft). I am trying to check the STAAD torsional analysis using AISC design guide 9. My STAAD model is a series or 10ft segments making up the curved spans of ~125ft, and these segments are loaded with...
I think I read somewhere in the AASHTO Code (we have the seventh, 2014 currently) that for wheel widths other than 6' the distribution factor should be calculated assuming the deck acts as simple spans between the girders. I cannot find it know and it's making me wonder if I made it up.
If...
I am working on an industrial floor slab design that will also serve as liquid containment during equipment washdowns. The slab has been designed as non-reinforced for non-uniform distributed loading and wheel loads per ACI 360. I would like to extend the distance between contraction joints...
Does AASHTO or ACI cover the design of Swedged Anchors in Tension? Can swedged Anchors even resist tension? If someone could please point me to some reference material regarding their design I would appreciate it.
Thanks,
Tom
I have been asked to design some temporary bracing for a ~160ft pre-stressed bridge girder. I am looking at the lateral stability of the girder with respect to an article by George Laszlo (attached); specifically lateral stability for plant and field handling on page 90 of the article. If I...
I am designing a foundation for a "store bought" horizontal, saddle mounted tank. The tank is delivered with saddles and will attach directly to my two piers that extend up from footings. My question regards the applicable chapter for the seismic design of my foundation. I am not responsible...
The office is discussing whether a roll up door (10x10) for a maintenance bay should be desiged as open or closed during a design wind event. If open, the building becomes partially enclosed. If closed, the building is enclosed. (as per the ASCE 7-10 Building classification definitions) The...
