What section are you referring to jdgengineer that has that picture? I skipped over the 318-11 and just have the 318-14. I see quite a few images in Chapter 25.7 of the 318-14. I agree that stirrups won't help with anchorage but for the high shear forces, wouldn't it help to prevent the...
I can calculate embedment lengths to keep the base plate down if that's acceptable jayrod12. I could provide stirrups but in a 10" wall I'm not sure how hairpins would work. Would stirrups and vertical reinforcing kind of accomplish the same thing? I know what the reinforcing is because I'm...
Thanks JAE. So am I overthinking this? What if I changed the scenario to the following: In an effort to limit the number of bars that the concrete guys need to place, what if I place only one mat of reinforcing at the center of the footing depth (sized appropriately with a "d" = 1/2 the...
I'm designing a retaining wall (inverted T design) and my question is in regards to how much of the footing I can use to develop my wall reinforcing. I'm thinking that the development length of my vertical reinforcing needs to be measured from my hook to the top layer of reinforcing in the...
Thanks all. These are farm buildings but we take our design seriously, considering the 90mph winds, partially enclosed enclosure (even though it probably truly lies somewhere between pressures from partially enclosed and open), pressures greater at edges/corners, etc. I like the design and am...
Due to the recent storms we had a roof system (in part) take flight. How can I roughly calculate the pressure required to throw an object of known weight and surface area a specified distance? I'd like to determine what the pressures or actual wind speed must have been to create such a...
Fire walls need to be structurally independent. Fire barriers do not. Fire barriers need to extend to the underside of the roof deck. However, in construction that contains wood 2x4 purlins on edge, that makes for extending the drywall to the roof deck very hard. Has anybody had experience...
Here's a better snip of the plan. Unfortunately there are belts and walkways and all kinds of things that are preventing any X-bracing or walls to be installed that could act as shearwalls to transfer load to the foundation. Where I've shown the two guy-wire connections, there is a continuous...
That is correct SteelPE. This is a new venture for us. Giving it a shot. That's why I'm being rather inquisitive here and trying to churn up as many issues as I can. I hope this discussion has been as fruitful for others as it has been for me. Thanks.
It is a one story building with multiple levels of cage racks. Rack legs are one-piece and actually run all of the way up to the roof from concrete floor, so the roof is supported by vertical members at 4' o.c. the length of the building and approximately 6' o.c. across the width of the...
Here's a crude sketch if I did this correctly.http://files.engineering.com/getfile.aspx?folder=4b15826e-d7fa-4659-9b0f-484c5c449657&file=Seismic_design_on_layer_house.xlsx
One last question..........I hope. So I arrive at my Seismic Base Shear. This structure is actually supported with "guy wire" external bracing at periodic intervals near the eave. I'm supporting it there so that I can take load out of my roof diaphragm at periodic intervals. At the expense...
