Test device and method for bearing characteristic of pressure-type anchor rod under horizontal load effect

Abstract

The invention provides a test device and method for the bearing characteristic of a pressure-type anchor rod under a horizontal load effect. The test device comprises a transparent model box, a loading device and soil pressure monitoring devices; an opening is formed in one side of the transparent model box; the loading device is positioned on one side of the opening of the model box; a pressure-type anchor rod is arranged on one side surface, adjacent to the opening, of the model box and clings to the inner wall of a box body; a dial gage is arranged at the top end of an anchor rod body; a baffle is arranged on one side of the opening of the model box; a hole for allowing the rod body to pass through is formed in the baffle; the loading device comprises an adjustable loading bracket, a fixed pulley on the adjustable loading bracket, and a connecting wire for winding the fixed pulley; one end of the connecting wire is connected with the anchor rod, and the other end of the connecting wire is connected with a weight disk used for holding a weight; and the soil pressure monitoring devices are distributed in test sandy and stony soil in the model box in a certain arranging way. The test device ensures that anchor rods under different buried depth conditions can be loaded horizontally, and besides, the test device can perform a horizontal tensile test on the multiple anchor rods synchronously.

Description

technical field [0001] The invention belongs to the technical field of underground geotechnical engineering, and relates to a model test device and a test method, in particular to a model test device and method for the load-bearing characteristics of a pressure-type bolt under horizontal load. Background technique [0002] Rock-soil prestressed anchorage technology has increasingly become the preferred method in rock-soil reinforcement projects such as high slopes and dams due to its advantages of small disturbance to rock-soil mass, fast construction, safety, and economy, and has achieved huge economic and social benefits. benefit. According to the force form of the inner anchorage section, it can be divided into tension anchor and pressure anchor. The tension anchor uses the interface shear stress between the rod body and the grouting body, and between the grouting body and the surrounding rock mass to provide pullout anchorage. Therefore, it is only suitable for stable r...

AI Technical Summary

Problems solved by technology

[0003] At present, the research methods for the load-bearing characteristics of pressure-type bolts mainly use numerical simulation or on-site full-scale test methods, which cannot directly observe the deformation and development law of the soil around the rod under load, and the deformation law of the soil is different from that of the pressure type. The load-bearing properties of anchor rods are closely related to

The invention patent with the application number of 201810309931.8-Visual model test device and test method for the anchorage mechanism of pressure dispersion type bolt discloses the research method and device for the anchorage mechanism of pressure dispersion type bolt under the action of vertical load, but its research objects are mainly Pressure-type anchors that bear vertical loads, and the pressure-type anchors used in the reinforcement of high embankment slopes are all horizontally stressed, and the stress field and displacement field of the soil caused by the horizontal force of the anchor It is asymmetrically distributed on both sides of the rod body, which is completely different from the symmetrical soil stress and displacement field with the centerline of the anchor rod as the axis of symmetry when the rod body is vertically stressed, and it also determines that the bearing characteristics of the two will be huge difference

In addition, the aforementioned patents only use a visual model test method to analyze the soil stress field on the observation surface, and cannot form a three-dimensional and spatialized distribution of the soil compressive stress field.

Images