Choose the right material of the column is critical to maintaining the durability of the building. This will prevent the soil beneath the pillar from erosion and other disastrous events. But for serious loads you're typically going to be providing anchor reinforcement right? So a bit more reinforcement and you've dealt with the prying increasing bolt forces.When constructing a building, engineers prepare a foundation that is strong enough to carry the burden on a particular location. But for cases governed by concrete breakout with no anchor reinforcement to take over the breakout duties I'd be weary. Either way typically some larger bolts could be provided for the prying case if it were to occur. But it makes me feel better that I'm not going to get the additional bolt forces that occur under prying if I have significant tension or tension due to moment. Sometimes it results in thicker plates, but not stupidly so. I've started approaching the thickness/prying question by ensuring the thickness meets the requirements in Eurocode for ensuring that prying is unlikely. When they are equal and the actual true capacity has been determined there is another theorem limit it is called, but the name of it eludes me currently. the first time this was used by the firm I was working for and there was an estimated savings of nearly 4 lbs/ft^2 for steel framing and I had nearly 1000 hours of budget left over (budget estimate, IMHO, was too high), but the firm was sold on plastic design.ĭik RE: Base Plate Design Guide 1 r13 (Civil/Environmental) 15 Aug 20 18:49 Vista Cargo building outside of Toronto was done using plastic design. With large warehouse type buildings, there can be a significant savings in both material and design time. I've used plastic design for nearly 50 years and it's great. Deflection is about 1/3 of simple span construction as a rough guide. Pattern loading due to the failure loading, virtually disappears. Usually energy methods are used to determine the plastic moment failure pattern. I've used plastic design for about 50 years, and it's great. the Zx/Sx is 1.5, so there is a significant increase. With steel plate, where there is a uniform thickness, the shape factor is 50%, ie. This is normally called the 'shape factor'. This gives a further increase in load carrying capacity of about 15%. With plastic design, the secion modulus increases to the plastic section modulus (Zx). There is also an increase with the elastic secion modulus (Sx) providing the limiting moment. This added load capacity can be used for design. The beam can be safely loaded beyond this until the end span moment reaches the mid span moment. Elastically, failure occurs when the end span moment of wl^2/12 occurs. The best example for yield line theory is a beam with fixed end moments. I am not familiar with yield line theory.
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