Foundation structure of power transmission line tower in mountain blasting macadam area

Abstract

The utility model discloses a mountain blasting gravel area power transmission line tower foundation structure which comprises a grouting curtain formed on the lower portion of a slope face of a blasting gravel layer in a pouring mode. The foundation platform is formed in the blasting gravel layer in a pouring mode, cement paste is injected into the blasting gravel layer, and a plurality of anchor pile holes are formed in the portion, at the bottom of the foundation platform, of the soil bearing layer; the system anchor rods are installed in the anchor pile holes, and fine aggregate concrete is poured in the anchor pile holes through pressure grouting. Through the arrangement of the grouting curtain, the foundation bearing platform and the system anchor rod, the bearing capacity of the foundation is remarkably improved, the block stone cleaning amount of a base layer is reduced, the construction difficulty is reduced, the lateral rigidity and the pulling resistance of the foundation are enhanced, and the stability of the foundation is improved.

Description

TECHNICAL FIELD

[0001] The utility model relates to a mountain blasting stone area power transmission line tower foundation structure belongs to tower foundation technical field. BACKGROUND

[0002] With the acceleration of urbanization process and the increasingly nervous land resources, overhead transmission line corridor is more and more nervous, and in recent years, a large number of newly-built transmission line towers are located in adverse sites such as stone area. Especially when the power transmission line construction is carried out in the mountain blasting stone area, due to the complex foundation condition, the rugged terrain, the insufficient foundation bearing capacity, the power transmission line tower foundation is prone to be unstable, which affects the safe operation of the line. The conventional foundation treatment measures in the stone area are often limited by the mountain terrain, and there are problems such as great construction difficulty, high cost and unsatisfactory effect. Therefore, a power transmission line foundation and foundation treatment scheme suitable for the mountain blasting stone area is urgently needed. SUMMARY

[0003] Based on the above, the utility model provides a mountain blasting stone area power transmission line tower foundation structure to overcome the deficiencies of the prior art.

[0004] The technical scheme of the utility model is: a mountain blasting stone area power transmission line tower foundation structure, comprising:

[0005] A grouting curtain is formed by pouring at the lower part of the slope surface of the blasting stone layer;

[0006] A foundation pile cap is formed by pouring in the blasting stone layer, and cement slurry is injected into the blasting stone layer, and a plurality of anchor pile holes are arranged in the soil bearing layer at the bottom of the foundation pile cap;

[0007] A system anchor rod is installed in the plurality of anchor pile holes, and fine stone concrete is poured into the anchor pile holes by pressure grouting.

[0008] In one example, the system anchor rod includes a rod body and a positioning member fixed on the rod body along the length direction.

[0009] In one example, the rod body is a threaded rod, a plurality of sliding grooves are formed on the rod body along the length direction, the positioning member includes an arc-shaped rod and a sliding block arranged at both ends of the arc-shaped rod, the sliding block can slide in the sliding groove, and both ends of the positioning member are fixed by a fastening nut.

[0010] In one example, the number of sliding grooves is three, and a plurality of positioning members are arranged in each sliding groove.

[0011] In one example, supporting rods are arranged side by side on both sides of the top of the rod body.

[0012] In one example, grouting holes are provided on the upper part of the slope of the blasted rock layer, and the cement grout is poured through the grouting holes by pressure grouting.

[0013] The beneficial effects of this invention are as follows: By incorporating a grouting curtain, foundation cap, and system anchors, the bearing capacity of the foundation is significantly improved, the amount of rubble removed from the base layer is reduced, construction difficulty is decreased, the lateral stiffness and pull-out resistance of the foundation are enhanced, and the stability of the foundation is improved. Furthermore, by setting grooves on the system anchors and installing positioning components, not only is the vertical installation and positioning of the system anchors within the anchor pile holes ensured, but the pull-out resistance of the system anchors is also improved to a certain extent. Attached Figure Description

[0014] Figure 1 This is a longitudinal section view of the tower foundation;

[0015] Figure 2 This is a schematic diagram of the installation structure of the system anchor bolts;

[0016] Figure 3 This is a longitudinal sectional view of a portion of the system's anchor bolt section;

[0017] Figure 4 for Figure 2 AA direction diagram in the middle;

[0018] Figure 5 for Figure 2 Diagram of the middle BB direction;

[0019] Figure 6 This is a schematic diagram of the terrain plan for the tower foundation;

[0020] Explanation of reference numerals in the attached figures:

[0021] 1 Grouting curtain, 2 Foundation cap, 3 System anchor bolts, 31 Rod body, 311 Slide groove, 32 Positioning component, 321 Arc rod, 322 Sliding block, 33 Fastening nut, 34 Support rod, 4 Anchor pile hole, 5 Grouting hole. Detailed Implementation

[0022] To make the above-mentioned objectives, features, and advantages of this utility model more apparent and understandable, the specific embodiments of this utility model are described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a full understanding of this utility model. However, this utility model can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this utility model. Therefore, this utility model is not limited to the specific embodiments disclosed below.

[0023] Please see Figures 1 to 6This embodiment describes a transmission line tower foundation structure in a mountainous blasted rock area, comprising a grouting curtain 1, a foundation cap 2, and system anchor bolts 3. The grouting curtain 1 is cast and formed on the lower part of the slope of the blasted rock layer; the foundation cap 2 is cast and formed within the blasted rock layer, and cement grout is injected into the blasted rock layer; multiple anchor pile holes 4 are provided in the soil bearing layer at the bottom of the foundation cap 2; the system anchor bolts 3 are installed in the multiple anchor pile holes 4, and fine stone concrete is poured into the anchor pile holes 4 by pressure grouting.

[0024] The construction process for the above-mentioned basic structure is as follows:

[0025] First, based on the protection area and topographical conditions of the tower base area, the depth and length of the grouting curtain 1 are determined. Grouting is then performed at the selected locations, with a 5% quick-setting agent added to the cement grout to form the grouting curtain 1. After the grouting curtain 1 solidifies, multiple grouting holes 5 are opened on the upper part of the slope of the blasted rock layer within the tower base area. Cement grout is then injected into the blasted rock layer through the grouting holes 5 under pressure until it overflows. If there are still some pores in the rock accumulation area outside the grouting holes 5 within the tower base protection area, cement mortar is injected onto the surface until the pores are filled. The cement grout is prepared using high-quality ordinary Portland cement with a strength grade of 42.5 and water, with a water-cement ratio of 1-1.2, and is prepared according to the principle of first thinning and then thickening.

[0026] After the foundation reinforcement is completed, a composite foundation combining foundation cap 2 and system anchor rods 3 will be designed. Anchor pile holes 4 will be drilled mechanically. No joints are allowed in the anchor rods within the anchor piles. The anchor rods will penetrate deep into foundation cap 2. The rock-embedded section of foundation cap 2 will be cast using the original trench, and the embedment depth in the bedrock should not be less than 0.5m. Before the construction of foundation cap 2, a single anchor pull-out test should be conducted. The number of tests for each tower location should not be less than 5% of the total number of anchor rods at that location, and not less than 3. The maximum test load is 365kN. After inserting system anchor rods 3 into anchor pile holes 4, fine aggregate concrete will be poured. An appropriate amount of expansion agent should be added to the fine aggregate concrete. Before pouring, the hole should be cleaned twice and the hole wall thoroughly moistened. The interval between hole opening and pouring should be minimized.

[0027] To ensure the vertical installation and positioning of the system anchor rod 3 within the anchor pile hole 4, and to improve its pull-out resistance to a certain extent, the system anchor rod 3 includes a rod body 31 and positioning elements 32 fixed at intervals along the length of the rod body 31. For ease of installation, the rod body 31 is a threaded rod with three sliding grooves 311 along its length. The positioning elements 32 include an arc-shaped rod 321 and sliders 322 fixed at both ends of the arc-shaped rod 321. The sliders 322 can slide within the sliding grooves 311, and both ends of the positioning elements 32 are fixed by fastening nuts 33. When installing the system anchor rod 3, multiple positioning elements 32 can be installed within the sliding grooves 311 as needed. After the positioning elements 32 move to the predetermined position within the sliding grooves 311, they can be fixed by the fastening nuts 33. After multiple positioning elements 32 are installed on the system anchor rod 3, they provide lateral and multi-directional support for the system anchor rod 3 within the anchor pile hole 4, thereby ensuring the vertical position of the system anchor rod 3, and the positioning elements 32 can be adjusted as needed. In addition, the positioning element 32 can improve the pull-out resistance of the system anchor 3 to a certain extent. In order to ensure that the system anchor 3 effectively supports the foundation 2, multiple support rods 34 are arranged side by side on both sides of the top of the rod body 31, which increases the contact area between the system anchor 3 and the foundation 2.

[0028] The embodiments described above are merely illustrative of several implementations of this utility model, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of this utility model patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this utility model, and these all fall within the protection scope of this utility model. Therefore, the protection scope of this utility model patent should be determined by the appended claims.

Claims

1. The foundation structure of transmission line towers in mountainous blasting and rock-breaking areas, characterized in that, include: Grouting curtain (1) is cast and formed on the lower part of the slope of the blasted rock layer; The foundation cap (2) is cast in the blasted rock layer and cement grout is injected into the blasted rock layer. Multiple anchor pile holes (4) are provided in the soil bearing layer at the bottom of the foundation cap (2). The system anchor (3) is installed in the plurality of anchor holes (4), and the anchor holes (4) are filled with fine stone concrete by pressure grouting.

2. The foundation structure for transmission line towers in mountainous blasting and rock-breaking areas according to claim 1, characterized in that, The system anchor (3) includes a rod body (31) and positioning elements (32) fixed at intervals along the length direction on the rod body (31).

3. The foundation structure for transmission line towers in mountainous blasting and rock-breaking areas according to claim 2, characterized in that, The rod body (31) is a threaded rod, and multiple grooves (311) are provided on the rod body (31) along the length direction. The positioning member (32) includes an arc-shaped rod (321) and sliders (322) disposed at both ends of the arc-shaped rod (321). The sliders (322) can slide in the grooves (311). The two ends of the positioning member (32) are fixed by fastening nuts (33).

4. The foundation structure for transmission line towers in mountainous blasting and rock-breaking areas according to claim 3, characterized in that, There are three slide grooves (311), and multiple positioning elements (32) are provided at intervals in each slide groove (311).

5. The foundation structure for transmission line towers in mountainous blasting and rock-breaking areas according to claim 2, characterized in that, Supporting rods (34) are arranged side by side on the top two sides of the rod (31).

6. The foundation structure for transmission line towers in mountainous blasting and rock-breaking areas according to claim 1, characterized in that, A grouting hole (5) is provided on the upper part of the slope of the blasted rock layer, and the cement grout is poured through the grouting hole (5) by pressure grouting.

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