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Anchorage ength of bar anchored near surface of mass concrete element

Anchorage ength of bar anchored near surface of mass concrete element

Anchorage ength of bar anchored near surface of mass concrete element

(OP)
I have question regarding anchorage length of reinforcement. To describe the scenario: I have a 1m thick concrete dividing wall sitting on the downstream incline face of a concrete dam wall. The dam is roller compacted concrete (RCC) of 15MPa. The dam wall is divided into sections with joints. The one face of this 1m wall dividing wall sits over a joint. The wall is loaded on one side (hydrostatic loads) so must be anchored into the dam wall. For 15Mpa concrete and deformed type 2 bars with fy = 460Mpa I get an anchorage length of 83 x bar diameter to develop full tensile stress in the bar. But as the bar is anchored into the face of an unreinforced mass concrete element I am not sure if this would apply. I am not concerned that the bar will fail, but the concrete could fail. I have attached a sketch that better desribes the problem. How would you calculate the anchorage length needed?

Thanks,

Seb

RE: Anchorage ength of bar anchored near surface of mass concrete element

You can use then the procedure of some code that is applicable to both mass and reinforced concrete, such EH-91 of 1991. Then examine if the development length by your current code for reinforced concrete asks for even longer development length (that probably will be the case) and then you should have something better than the acceptable condition in 1991.

Note the code was initially labeled EH-91. If the pdf is called EH-92 it is because surely includes some change and was then relabeled that way. See attachment.

Seen otherwise, the jointed face is reinforced, so you can't anymore call the concrete mass concrete (even if one understands your concern). You may use some minor mesh of reinforcement there to enhance such condition, and you mat extend some reinforcement perpendicular to it to make more reasonable the concept.

Given the place for the reinforcement, I wouldn't rely in the anchorage to concrete if holes are to be drilled; too near the joint to stay reassured of proper integrity. I should rebuild if such was the case (and feasible). Or explore the alternative of moving off-the joint etc. For anchors to mass concrete you could use the length for post-installed anchors to masonry; UBC-94 had provisions for that, current IBC should have, I assume.

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