Upon further research that does look to be correct based on what I have found in an example found in Wind Loads - Guide to the Wind Load Provisions of ASCE 7-10. The example is of a bill board sign on flexible poles and uses that table for the pole wind loading force coefficient. The h/D value =...
Thanks for your reply JAE and SAIL3. I have attached a sketch to show what I am talking about. I did not explain exactly what I am referring to hence some confusion. What I am trying to compute is wind analysis on a bucket elevator trunking that is rectangular in shape and braced to a concrete...
Thank you for your reply JAE. My main concern/question is the height of the member. The height of my structure is 130 ft. and my member extends above the roof height 20 ft. Making h=150 ft.? My h/D value is roughly 100. I am interested as in why my force coefficient gets greater as my members...
I have a few questions pertaining to Figure 29.5-1 in ASCE 7-10 using a square cross section for wind loading. When h/D>25, am I supposed to take a ratio to obtain a force coefficient value? Or is this the maximum value for the force coefficient when exceeding 25? Also, is the value of h the...
I am unfamiliar with the Canadian codes and am currently working on a job in Alberta, Canada. I am working with Grade 400 typical deformed steel reinforcement. What are the differences between the CSA G30. 18-09 and CSA G30.18 M92 in regards to the typical deformed steel reinforcement. Also...
I used L Pile to determine my bending moments applied to the pile. I reviewed the soils report and used that to enter for soil conditions in L Pile. The program tells me the moment capacity for the chosen pile size and rebar. I am wanting to check it by hand to verify the results. My concern was...
I am currently working on a design of a deep foundation. I have found my applied moment through structural analysis and now I am looking for a way to find my required flexural reinforcement of the circular concrete cross section of the pile. I'm not exactly sure how to go about this part of the...
Its in northern Alberta. S(0.2) = 0.1235 > 0.12. By NBC 2010 4.1.8.1 says that if S(0.2) is less than or equal to 0.12, that subsection need not to be considered. So the short design spectral response acceleration just meets the earthquake design criteria.
Dik
It is a large 10 pack with interstice bins. 28 bins total. ASCE 7-10 has a section for non-building structures and references silos. This method seems valid but is not using the Canadian code. I compared the values I obtained using this method versus the Canadian building code method and the...
I am currently looking at NBC 2010 Earthquake Load and Effects to design foundations for a concrete silo. I have read the Users Guide - 2010 Structural Commentaries (Part 4 of Division B) and it states that NBC subsection 4.1.8 apply only to the seismic design of new buildings and should not be...
I am currently looking at NBC 2010 Earthquake Load and Effects to design foundations for a concrete silo. I have read the Users Guide - 2010 Structural Commentaries (Part 4 of Division B) and it states that NBC subsection 4.1.8 apply only to the seismic design of new buildings and should not be...
