Thats what you do. But you simply never understand what challenges your customers will throw at you following.I was looking over the Style of Point Reinforcement in Concrete Pedestals by Widiantó, Patel, and 0wen.I have observed this paper handed down around a few situations in different threads right here, so I know that some are usually acquainted with it.
I do not believe that I have seen these questions arrive up before in the threads, but make sure you bear with me if they have got. In their suggestions, they condition that the hooks of the enclosed stirrups possess to be restricted to a capability of 0.9fcehdtie (per ACI318-11 Eq. They are assuming an Fs óf 20ksi, structured on suggestions by Ghali ánd Youakim, who reported testing completed by Leonhardt and Walther. This shows up to become centered on old lower yield skills of rebar compared to the regular 60ksi used today. The tests seems to become centered on crushing of the concrete at the inner radius of the lift. The Ghali and Youakim document information that typically codes require weightier transverse pubs at the fishing hook to avoid this (i.e. I am thinking of), but will not state anything about the capability in the case where a weightier bar can be present. The Widianto, PateI, and Owen document records that they assume that you possess to think about the concrete floor as mashing, ignoring the presence of the heavier due to structure tolerances. It appears that they are furthermore basing their assumptions on a simple reinforcing pub vs. I later furthermore found a documentspreadsheet example on civil gulf for core shear encouragement style that made an appearance to become using the methods discussed in the document andor related strut and link technique to design the jewelry. ![]() Eventually my queries are usually: - Will anyone really overlook the weightier bars credited to structure tolerances The pubs will end up being there and the jewelry will be tied straight to the heavier bars. What capacities can be regarded if we dont overlook the heavier bar current at the lift Would I still have to make use of AtieFs with Fs0.4Fy24ksi (for current 60 KSI steel). I would have to think that it would end up being the complete yield strength of the tie, so longer as it will be created per ACIs specifications (12.13 which references 7.1.3 for 5 bars or smaller, calling for a standard stirrup hook), or 0.9fcehdtie (per ACI318-11 Eq. Then multiplying the restricting capability by 0.75 per ACI N6.2.9. If we do overlook the heavier bars, what kind of capabilities can end up being used based on deformed bars vs the referenced components smooth bar screening - Will anyone have got any other sources that attempts to explain this Thanks a lot for your assist and insight. I dont have it helpful right now though, so Im not 100 on that. They appear to include the Widianto findings without transforming anything (other than adding a several more pressure reinforcing information and conversations). They dont actually help reply any of my various other questions, but I still think it will be a good resource, therefore I appreciate it. I did appear into the referenced paper by Ghali on headed anchors, where they discuss some of the bar hook specifications. They talk about the bearingcrushing of cement at the internal radius of the fishing hook, correlating it tó 0.4y, as approaches fy. This furthers my perception and understanding that the keeping would have to become centered on Atié Fs Atie 0.4Fy 24ksi instead than the 20 ksi reported in the Style of Anchor Encouragement in Concrete Pedestals (which nevertheless discusses simple rebar connections as compared to deformed bars) and still ignores the heavier club at the catch. Reasons like as off-topic, duplicates, fire flames, unlawful, vulgar, or college students publishing their homework. The Eng-Tips staff members will examine this out and take appropriate action. Beyond the design, products need to resolve real-life complications or offer huge advantages that genuinely advantage separating cash from billfolds. Thats what you do. But you just never understand what challenges your customers will toss at you following.
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