Prediction Method of Ultimate Bond Strength of Prestressed Anchor Cable with Anchor Section Crossing Double Strata
A prestressed anchor cable and bond strength technology, applied in the field of geotechnical engineering, can solve problems such as not conforming to the concept of green development, increase project cost, waste project materials, etc., achieve good project application prospects, save project cost, and shorten construction period. Effect
Active Publication Date: 2022-04-22
ZHEJIANG UNIV
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Problems solved by technology
[0004] In addition, in the existing technology, in order to avoid risks and responsibilities in most design methods, designers often take the lower limit of the reference range of ultimate bond strength corresponding to different types of rock and soil recommended by relevant design codes, which is to a certain extent It increases the cost of the project, wastes the engineering materials, does not conform to the concept of green development, so it is not worth promoting, and this kind of design concept should be abandoned
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[0291] Such as Figure 6-7 As shown, the background of the project that this embodiment relies on is as follows: the upper ground and the lower formation that the anchorage section of the prestressed anchor cable crosses are respectively a fine sand layer and a pebble layer, and the thicknesses of the fine sand layer and the pebble layer are 7m and 10m respectively; Length of the anchorage section of the stressed anchor cable L a =22m (wherein, the length L of the anchorage section in the fine sand layer 1 =13m, length L of the anchorage section in the pebble layer 2 =9m), free section length L f =6m, elastic modulus of prestressed anchor cable E=1.95GPa, cross-sectional area of prestressed anchor cable steel strand A=5.6×10 -4 m 2 , Prestressed anchor cable grout stiffness K g = 1.82GPa, the diameter of the prestressed anchor cable borehole D = 0.133m, and the horizontal inclination angle of the prestressed anchor cable borehole β = 25°.
[0292] Step 1: Deduce the th...
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The invention provides a method for predicting the ultimate bond strength of a prestressed anchor cable when the anchor section passes through double strata, comprising the following steps: deriving the shear stress state of the anchor section of the prestressed anchor cable under the condition of double stratum when it is in the full elastic stage and in partial yield The theoretical relationship between the pullout force P of the prestressed anchor cable and the displacement u of the beginning end of the prestressed anchor cable in the first stage, the second stage of partial yield, and the third stage of partial yield; deduce the prestressed anchor cable under the condition of double formation The shear stress state of the anchorage section of the stressed anchor cable and the ultimate pullout force P of the prestressed anchor cable and the range of the initial displacement u of the prestressed anchor cable when it is in the full yield stage; t ‑u curve to get the P predicted by the theoretical formula c ‑u curve; test the P predicted by the theoretical formula c ‑u curves with P obtained from field pull-out tests t Whether the degree of fit between the ‑u curves meets the requirements.
Description
technical field [0001] The invention relates to the field of geotechnical engineering, in particular to a method for predicting the ultimate bonding strength of prestressed anchor cables. Background technique [0002] At present, the prediction methods for the ultimate bond strength of prestressed anchor cables mainly include two kinds of test methods and empirical methods; the test methods also include field pull-out tests and indoor model tests. The quantitative relationship between the ultimate bond strength of the anchor cable and the type or basic quality index of the surrounding rock and soil; when using the field pull-out test to predict the ultimate bond strength of the prestressed anchor cable, it is necessary to pull the prestressed anchor cable to failure, and When the anchorage section passes through multiple strata, at least a corresponding number of stratum pull-to-failure field pull-out tests must be carried out, which is time-consuming, laborious and costly. ...
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IPC IPC(8): G06F30/17E02D33/00E02D5/74G06F119/14
CPCG06F30/17E02D33/00E02D5/74G06F2119/14E02D2250/0046E02D2600/30
Inventor 郭盼盼龚晓南魏支援赵小晴汪亦显朱成伟
Owner ZHEJIANG UNIV