CN209538212U - A Radical Composite Retaining Structure Resisting Horizontal Displacement - Google Patents

Abstract

The utility model discloses a kind of anti-horizontal displacement radicals to combine soil-baffling structure, including wall, substrate, multiple grouted anchor bars and multiple concrete filled steel tube anchoring piles, the wall, which pours, to be located in substrate, the multiple grouted anchor bar is along wall longitudinal direction equidistantly distributed in base bottom, the grouted anchor bar is corresponding with the wall of wall heel position, and grouted anchor bar is vertically inserted into lower part original place and stablizes basement rock, pours and connect with pedestal at the top of grouted anchor bar；The multiple concrete filled steel tube anchoring pile is along wall longitudinal direction equidistantly distributed in base bottom, and the concrete filled steel tube anchoring pile is corresponding with the toe of wall position of wall, and concrete filled steel tube anchoring pile is vertically arranged；Grouted anchor bar is correspondingly arranged at wall heel position, increases the anti-horizontal displacement of system and resistance to capsizing using the pulling force effect of grouted anchor bar；Concrete filled steel tube anchoring pile is correspondingly arranged at toe of wall position, the horizontal displacement of wall is prevented, improves system resistant slide ability.

Description

A Radical Composite Retaining Structure Resisting Horizontal Displacement

technical field

The utility model belongs to the technical field of foundation and support structures, in particular to a root-type combined soil retaining structure resistant to horizontal displacement, which prevents the horizontal displacement of the foundation, and is mainly used in roads, water conservancy, railways and geotechnical engineering projects.

Background technique

With the rapid development of my country's economic construction, the scale of infrastructure construction and investment is increasing day by day, and deep foundation pits, high slopes, and high filling sites are constantly appearing. In order to ensure the stability of the soil, the requirements for retaining structures are increasing. higher. Traditional gravity retaining structures are widely used in road, water conservancy, railway, geotechnical and other engineering fields. In actual engineering, the main modes of retaining structure instability are sliding instability and overturning instability, and the main reasons for the instability are insufficient gravity of the retaining structure itself or excessive earth pressure behind the wall. In the traditional anchor bolt reinforced soil retaining structure, the reinforced anchor bolt is inserted into the filling soil along the horizontal direction or obliquely, which often faces problems such as difficulty in hole formation, easy grout leakage during the grouting process, and deep anchorage depth.

Contents of the invention

The utility model is to provide an anti-horizontal displacement root-type composite retaining structure, which prevents the horizontal displacement of the retaining structure while ensuring its own supporting capacity, and reduces the engineering cost and occupied space of the retaining structure; adopted in order to achieve the above purpose The technical solution is:

A root-type combined soil retaining structure resistant to horizontal displacement, including a wall, a base, multiple grouted anchors and multiple concrete-filled steel pipe anchor piles, the wall is poured on the base, and the multiple grouted anchors are placed along the The longitudinal direction of the wall is equally spaced at the bottom of the base, the grouting anchors correspond to the wall heels, and the grouting anchors are vertically inserted into the lower in-situ stable bedrock, and the tops of the grouting anchors are The base is poured and connected; the plurality of steel pipe concrete anchor piles are equally spaced at the bottom of the base along the longitudinal direction of the wall, the steel pipe concrete anchor piles correspond to the wall toe position of the wall, and the steel pipe concrete anchor piles are vertically set up.

Preferably, the base is a reinforced concrete structure, and the wall and the base are integrally formed.

Preferably, both the grouted anchor rod and the steel pipe concrete anchor pile are arranged vertically to the base.

Preferably, the grouting anchor is a metal anchor, a fiber anchor or a prestressed anchor.

Preferably, the grouting body of the anchoring section of the grouting anchor adopts cement slurry or cement mortar cementing material, and the compressive strength is not lower than 40 MPa.

Preferably, the distance between the two adjacent grouting anchors is 150-300cm; the distance between the two adjacent concrete-filled steel pipe anchor piles is 150-300cm.

Preferably, the diameter of the grouting anchor is 16-25mm, and the length of the grouting anchor is 2000-15000mm.

Preferably, the diameter of the steel pipe concrete anchor pile is 100-250mm, and the thickness of the steel pipe concrete anchor pile is 5000-15000mm.

The utility model has the beneficial effects that: under the joint action of the grouting anchor rod and the steel pipe concrete anchor pile, the structural size of the foundation wall is optimized, the requirements for the gravity wall foundation are reduced, its application range is expanded, and the engineering cost.

On the other hand, the grouting anchors are set at the wall heels, and the tensile force of the grouting anchors is used to increase the horizontal displacement and anti-overturning capabilities of the system; the steel pipe concrete anchors are set at the wall toes to prevent The horizontal displacement of the wall is reduced, and the anti-slip capability of the system is improved.

Description of drawings

Fig. 1 is the structural representation of the utility model.

Detailed ways

Below in conjunction with accompanying drawing, the utility model is further described.

As shown in Figure 1, a root-type composite retaining structure resistant to horizontal displacement includes a wall 5, a base 10, a plurality of grouting anchors 11 and a plurality of steel pipe concrete anchor piles 1, and the wall 5 is poured and located on the base 8, wherein the wall 5 includes a wall surface 4, a wall top 6, a wall back 7, a wall bottom 8, a wall toe 3 and a wall heel 9, and the plurality of grouting anchor rods 11 are along the longitudinal direction of the wall 5, etc. The spacing is distributed at the bottom of the base 10, the position of the grouting anchor 11 corresponds to the wall heel 9 of the wall 5, and the grouting anchor 11 is vertically inserted into the lower in-situ stable bedrock, and the top of the grouting anchor 11 is connected to the The base 10 is poured and connected; the plurality of steel pipe concrete anchor piles 1 are equally spaced along the longitudinal direction of the wall 5 at the bottom of the base 10, and the steel pipe concrete anchor piles 1 correspond to the positions of the wall toes 3 of the wall 5, And the concrete-filled steel pipe anchor pile is arranged vertically; the grouted anchor rod 11 and the concrete-filled steel pipe anchor pile 1 are both vertically arranged with the base 10 .

Wherein, the base 10 is a reinforced concrete structure, and the body of wall 5 and the base 10 are integrally formed; the grouting anchor 11 can be a metal anchor, a fiber anchor or a prestressed anchor, and at the same time, the grouting anchor 11 The grouting body 12 of the anchoring section adopts cement slurry or cement mortar cementing material, and the compressive strength is not less than 40MPa, thereby meeting the supporting requirements while reducing the number of perforated holes.

According to actual calculation, preferably, the distance between the two adjacent grouting anchors 11 is 150-300cm; the diameter of the grouting anchors 11 is 16-25mm, and the length of the grouting anchors 11 is 2000- 15000mm. The distance between the two adjacent concrete-filled steel pipe anchor piles 1 is 150-300cm, the diameter of the concrete-filled steel pipe anchor piles 1 is 100-250mm, and the thickness of the concrete-filled steel pipe anchor piles 1 is 5000-15000mm.

Construction method steps of the present utility model are:

A: According to the earth pressure on the side of the wall back 7, determine the height and section size of the wall 5;

B: Then according to the engineering design, use the measuring instrument to set out the wire, and use the measuring instrument to locate the position of the groove section of the construction base 10;

C: Excavate the groove section at the design position of the base 10 on the location of the groove section, and use a measuring instrument to determine the positions of the grouting anchor rod 11 and the steel pipe concrete anchor pile 1 in the groove section;

D: Use a drilling machine to drill holes at the position of the grouting anchor rod 11 in the groove section, then place the grouting anchor rod 11 in the hole, and pour it into the grouting body 12 to form an anchoring section; at the same time, place the steel pipe concrete anchor pile 1 Press into the design position;

E: After the grouting anchor 11 and the steel pipe concrete anchor pile 1 are all constructed, tension and lock the anchor 7 to 10 days;

F: Bind the steel bars of the base 10 and form the formwork, weld the top of the grouted anchor rod 11 and the top of the steel pipe concrete anchor pile 1 to the steel bars of the base 10 firmly, and then pour concrete to form the base 10;

G: Concrete is poured on the base 10 to form the wall 5. After the concrete of the wall 5 reaches the design strength requirement, earthwork backfilling on the base 10 is sufficient.

Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present utility model, and are not intended to limit it; although the utility model has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: It is still possible to modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements for some of the technical features, but these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit of the technical solutions of the various embodiments of the present invention and range.

Claims (8)

1. a kind of anti-horizontal displacement radical combines soil-baffling structure, which is characterized in that including wall, substrate, multiple grouted anchor bars and Multiple concrete filled steel tube anchoring piles, the wall, which pours, to be located in substrate, and the multiple grouted anchor bar is along wall longitudinal direction Equidistantly distributed is in base bottom, under the grouted anchor bar is corresponding with the wall of wall heel position, and grouted anchor bar is vertically inserted into Basement rock is stablized in portion original place, pours and connect with pedestal at the top of grouted anchor bar；The multiple concrete filled steel tube anchoring pile is along wall longitudinal direction Direction equidistantly distributed is in base bottom, and the concrete filled steel tube anchoring pile is corresponding with the toe of wall position of wall, and steel tube concrete Native anchoring pile is vertically arranged.

2. anti-horizontal displacement radical according to claim 1 combines soil-baffling structure, which is characterized in that the substrate is reinforcing bar Concrete structure, wall and substrate, which are integrally formed, to be made.

3. anti-horizontal displacement radical according to claim 1 combines soil-baffling structure, which is characterized in that the grouted anchor bar and Concrete filled steel tube anchoring pile is vertically arranged with substrate.

4. anti-horizontal displacement radical according to claim 1 combines soil-baffling structure, which is characterized in that the grouted anchor bar is Anchor metal, fiber anchor rod or prestressed anchor.

5. anti-horizontal displacement radical according to any one of claims 1 to 4 combines soil-baffling structure, which is characterized in that described The anchoring section grouting body of grouted anchor bar uses cement slurry or cement mortar cementing material, and compression strength is not less than 40MPa.

6. anti-horizontal displacement radical according to any one of claims 1 to 4 combines soil-baffling structure, which is characterized in that described Spacing between two neighboring grouted anchor bar is 150-300cm；Spacing between the two neighboring concrete filled steel tube anchoring pile is 150-300cm。

7. anti-horizontal displacement radical according to any one of claims 1 to 4 combines soil-baffling structure, which is characterized in that described The diameter of grouted anchor bar is 16-25mm, the length 2000-15000mm of grouted anchor bar.

8. anti-horizontal displacement radical according to any one of claims 1 to 4 combines soil-baffling structure, which is characterized in that described The diameter of concrete filled steel tube anchoring pile is 100-250mm, the degree 5000-15000mm of concrete filled steel tube anchoring pile.