Thank you for any help before hand. I am stumped on what to do here.
I am trying to lookup the maximum value with a if criteria in the maximum formula. I then want to know the location of the maximum value. The problem I am having is that when two values has the same maximum value, my formula...
I have been reading Steel Structures, Design and Behavior, by Charles G. Salmon and John E. Johnson. And I wanted to make sure my understanding of how to size welds is correct. I have attached a pdf with an example calculations for sizing a weld for a rectangular tube with LRFD factored shear...
Is anyone else having problems pulling up seismic coefficients on ASCE 7 Hazard Tool. My account won't give me the seismic coefficients and has been trying for hours to build a report.
I am creating an excel sheet for calculating the Gust Factor for flexible structures. I have found a video online discussing wind loads on non building structures and in the video they calculate the gust factor for a flexible structure. They do not show all their calculations but they do give...
I am checking another engineer and we are getting different column sizes. The reason we are getting different column sizes is due to the drift of the structure. My deflection is higher since the 14th edition decreases the stiffness of the member, as specified in section C2.3.1 of the steel...
Specifically what I am talking about is mounts on telecommunication towers, I attached some pictures to show what I am talking about (I apologize if the picture didn't upload, I was having trouble with the attachment). I would say the common practice for these mounts is to model them bolt to...
The tower code was updated this year to TIA-222-H (Rev H). On the front of TIA-222-H it says "Effective January 01, 2018". Rev H was mainly updated to match the changes for IBC 2016. If the state I am working in hasn't adopted the IBC 2016 and still is under the IBC 2012, could I use Rev H or...
Whenever I check bolts for tension and shear I use the following unity equation:
(V/ΦRn,v)+(T/ΦRn,t)<1.0
I have recently seen other engineers use the following equation:
(V/ΦRn,v)^2+(T/ΦRn,t)^2<1.0
Currently I am using the AISC 14th edition steel manual. I have looked through the steel...
I have posted a document showing my calculations for checking a tieback connection for an antenna mount. The equations I used to check this connection were pulled from TIA-222-REV H, Section 4.9.11.3. Section 4.9.11.3 is for determining the a U-bolt capacity against sliding and torsional...
Section 4.9.11.3 of TIA addresses the nominal sliding strength of u-bolts and torsional strength of u-bolts. Cell tower mount's connection to towers are either u-bolts or some form of saddle bracket connection. I have attached a picture of an example of saddle bracket connection. I have not...
For slip critical connection there is a ns value.
ns=number of slip planes required to permit the connection to slip
Can anyone provide me with an example where there would be TWO slip planes required to permit the connection to slip?
In our office we typically design concrete circular tanks using the Portland Cement Association Circular Concrete Tanks without prestressing book. This book provides different force coefficients for different situations of concrete tanks. I am wanting to use RISA 3D to get my ring tension...
In the IBC 2012 Table 1604.3 (Deflection Limits) footnote f. It says "the wind load is permitted to be taken as 0.7 times the component and cladding loads for the purpose of determining deflection limits herein."
If I am selecting a metal stud for deflection, does this mean I multiple the wind...
I am designing a platform, on top of a building, to hold equipment and a walk way for people to work on the equipment. Section 2.4.3 of ASCE 7-10 says I use load combination D+L+.7Di. Do I really need to design my platform to hold my live load of 40 psf and ice weight, at td=2.23". I just...
I am designing a platform to hold equipment on top of a building. I have already calculated my wind pressure. I am a bit confused on the force coefficient to use. I know to use Figure 29.5-1 for the force coefficient on the equipment, but unsure on what figure to use for the force coefficient...
I am calculating the wind loads for an enclosed low-rise building. I am using the method in table 28.2-1 in ASCE 7-10. In figure 28.4-1, note 7, it says "For flat roofs, use slope=0 and locate the zone 2/3 and zone 2E/3E boundary at the mid-width of the building." I am not sure what it means...
I have been asked to analyzed an existing cell tower antenna mount for new antenna loads. The mount is adequate for the loads but I am unsure on the u-bolts rotating around the tower leg, it needs to resist around .226 k-ft. I have thought it through and came up with a possible way of checking...
