I am making a calculation pad template in Excel. I am set all the cell sizes to 0.25" x 0.25", and added borders around all the cells so the cells are visible when the page is printed. When the sheet prints the cells are a little less than a 0.25" x 0.25" and therefore not too scale. I would...
For a concrete bearing wall that is not part of the lateral force resisting system I am designing/detailing the wall reinforcing per ACI 318 Sect. 21.13.4.2. I have seismic crossties in the transverse direction (perpendicular to longitudinal wall axis) with the ends "anchored" around the...
I am working on a project where I have a concrete bearing wall that is not part of the lateral force resisting system. In the out-of-plane direction should the wall be designed per ACI 318 Sect. 21.13 (Members not designated as part of the seismic force resisting system)? Does there need to be...
Joe,
See page 7 in the Verco Steel Floor Deck. I talked with the Verco engineer about the capacity (flat line). Makes sense- similar to wide flange beam you have the same moment capacity and shear capacity any point along the beam assuming everything is laterally braced, etc.
I just worked on something similar. In its catalog Verco recommends checking the moment and shear capacity based on the allowable uniform loads. Calculate capacities based on a simple span beam (they assume concrete will crack over supports since it is in tension). Note that the moment...
Does anyone know if the equation editor was upgraded between Excel 2013 and Excel 2007? My desktop computer at work is Excel 2007 and the laptop that I travel with has Excel 2013. I created a spreadsheet while I was traveling (Excel 2013) that included equations from the equation editor. When...
Typical hangers (face mounted/top flange) are a pinned connection. They do not have the capacity to transfer moment. Typical wood joist construction should be modeled as pinned.
I am looking at the snow drift at a low roof. If the upper roof has a parapet do I calculate hc as the difference between the elevation of the high roof and the top of the balanced snow or is hc the difference between the top of parapet and top of the balanced snow? I would think that hc for...
If I have a concrete column (non-sway) that I am checking for axial load only (no moments- M1 = 0, M2 = 0) but is tall enough to warrant the slenderness check, what would the Cm factor be? Would it be 0.6 or 1.0?
