CN218757590U

CN218757590U - Composite retaining structure

Info

Publication number: CN218757590U
Application number: CN202223212728.XU
Authority: CN
Inventors: 王文亚; 邓继辉; 唐秋元; 吴小宁; 舒慧; 何助强; 卞轶卫; 余东升; 胡柱提; 陈超; 杨柳; 欧哲金
Original assignee: CCTEG Chongqing Engineering Group Co Ltd
Current assignee: CCTEG Chongqing Engineering Group Co Ltd
Priority date: 2022-11-30
Filing date: 2022-11-30
Publication date: 2023-03-28
Anticipated expiration: 2032-11-30

Abstract

The utility model relates to a keep off the structure field, the utility model discloses a compound fender structure, keep off with the lower part including upper portion fender, the filled soil is strutted to upper portion fender, the excavation slope is strutted to the lower part fender, upper portion fender is close to filled soil one side and is equipped with the weighing apparatus platform, the weighing apparatus platform can bear the vertical load on filled soil upper portion, be equipped with anchor assembly on the fender of lower part, anchor assembly can anchor to in the hard rock stratum, anchor assembly includes a plurality of anchor units, different anchor unit sets up the not co-altitude of fender in the lower part, every anchor unit all includes two prestressed anchorage cables, the inclination of two prestressed anchorage cables is different, the inclination from the top down of the prestressed anchorage cable of all anchor units increases progressively in proper order on same root friction pile, in order to solve the problem that the anchor cable was cut easily in the fill region.

Description

Composite retaining structure

Technical Field

The utility model relates to a keep off the structure field, concretely relates to compound fender structure.

Background

The interface of the soft structural layer and the hard rock layer of the rock soil is a rock soil interface, and for the slope with unstable slope and steep rock soil interface, one end of an anchor rope is usually adopted to penetrate through the soft structural layer of the rock soil and be anchored into the hard rock layer in the rock soil, so that the soft structural layer and the hard rock layer are connected together, the stress state of the slope rock soil is changed, and the integrity and the strength of the unstable rock soil of the slope are improved.

For the semi-excavation and semi-filling, the slope which slides greatly along the rock-soil interface and is provided with a building to be built at the upper part comprises an excavation slope and filling soil, the excavation slope is one side of a weak structural layer close to an excavation area, and in the filling soil area, the anchor cable is easy to shear due to the settlement of the newly filled filling soil; if a large-size retaining wall is adopted, the cost is high, the size is large, the excavation working surface of a retaining wall foundation is large, rock soil is easily disturbed, the stability of the existing rock soil structure is damaged, and large-area landslide is caused; if adopt the compound form of barricade with the friction pile, the friction pile is although the working face is little, but when the ground in excavation region excavated, the friction pile loses the ground that is close to excavation region one side and supports, and the atress structural change of friction pile, stability reduces, and is higher to design and construction requirement, is unfavorable for safety control.

SUMMERY OF THE UTILITY MODEL

The utility model provides a compound retaining structure to solve the anchor rope and cut the problem in the regional easy quilt of fill.

In order to achieve the above purpose, the utility model adopts the following technical scheme: the utility model provides a compound retaining structure, keep off and keep off with the lower part including upper portion, the upper portion keeps off and struts the filled soil, the excavation side slope is strutted to the fender of keeping off of lower part, upper portion keeps off and is close to filled soil one side and is equipped with the weighing apparatus platform, the weighing apparatus platform can bear the vertical load on filled soil upper portion, be equipped with anchoring member on the fender of keeping off of lower part, anchoring member can anchor to in the hard rock stratum, anchoring member includes a plurality of anchor units, different anchor unit sets up the not co-altitude of keeping off in the lower part, every anchor unit all includes two prestressed anchorage cables, the inclination of two prestressed anchorage cables is different, the inclination of the prestressed anchorage cable of all anchor units on same root friction pile from the top down scales up in proper order.

The beneficial effect of this scheme does:

1. compare in directly setting up the anchor rope in the region of filling, the regional anchor rope of filling is cancelled in this scheme, sets up the weighing apparatus heavy platform on one side of keeping off being close to the filling soil in upper portion, and the vertical load effect of filling soil is on the weighing apparatus heavy platform, forces the focus of keeping off to move on one side of filling soil in upper portion, has increased the stability that upper portion kept off.

2. Because the vertical load of fill soil acts on the weighing apparatus platform, produce first eccentric force to the hookup location that upper portion was kept off and was kept off with the lower part, and this scheme sets up anchor assembly on the lower part is kept off, anchor assembly in hard rock stratum, and then keeps off to the lower part and produce pressure, and this pressure produces second eccentric force to the hookup location that upper portion was kept off and was kept off with the lower part, and the moment of flexure opposite direction that first eccentric force and second eccentric force produced, and then can offset each other.

3. The residual pressure after the second eccentric force and the first eccentric force are offset mutually with the lateral soil pressure of the excavation slope, the rock soil in the excavation area is excavated, and after the lower support block loses the rock soil support close to one side of the excavation area, the change of the stress structure of the lower support block is small, and the stability is high.

4. The prestressed anchor cable comprises a free section and an anchoring section, wherein the anchoring section is anchored into a hard rock stratum in the rock soil, and one end of the free section, which is far away from the anchoring section, is a prestressed tensioning end. Because the two prestress of the same anchoring unit are arranged at the same height, the prestress tensioning end is positioned at the same height, the larger the difference of the inclination angles of the two prestress anchor cables is, the farther the distance of the anchoring section is, the smaller the overlapping part of the anchoring ranges of the two prestress anchor cables is, the larger the total anchoring range of the two prestress anchor cables is, and the better the anchoring effect is.

5. Because the rock-soil interface is steeper, the smaller the inclination angle of the prestressed anchor cable is, the angle between the prestressed anchor cable and the rock-soil interface is approximately vertical, and the deeper the prestressed anchor cable with the same length is anchored into a hard rock stratum, the better the anchoring effect is; however, when the rock-soil strength of the excavation side slope is poor, the load of the fill soil can increase the settlement of the excavation side slope, so that the prestressed anchor rod deforms, the connection between the free section and the anchoring section is damaged, and the larger the inclination angle of the prestressed anchor cable is, the smaller the shearing force of the vertical load generated by the settlement of the excavation side slope on the prestressed anchor cable is. In the scheme, after the excavation slope is excavated, in order to offset the first eccentric force, a second eccentric force is provided by the prestressed anchor cable with a smaller upper inclination angle; after the excavation side slope is settled, the prestressed anchor cables with smaller inclination angles are deformed, the excavation side slope density is increased, sufficient reaction force can be provided for the weighing platform, and then part of the first eccentric force is offset, and the safety requirement can be met only by providing the second eccentric force by the prestressed anchor cables with larger inclination angles below.

Preferably, as an improvement, the lower support comprises a slide-resistant pile and a panel between the slide-resistant piles, the slide-resistant pile is a rectangular pile, and the anchoring member is arranged on the slide-resistant pile. Compared with a round pile, the rectangular pile has a larger contact surface with the anchoring part, and the anchoring part generates smaller pressure on the lower supporting block; after the rock soil in the excavation area is excavated, the panel can provide support for the lateral force of the rock soil between the anti-slide piles.

Preferably, as an improvement, the anti-slide pile has a plurality of, and the upper portion fender is the balance weight retaining wall, connects through the cushion cap between balance weight retaining wall and the anti-slide pile, and the cushion cap is the step form, and the cushion cap is close to the side of filling soil and is low step. The arrangement is that the load of the balance weight type retaining wall is transmitted to the plurality of anti-slide piles through the bearing platform; the cushion cap is arranged to be step-shaped, and the balance weight type retaining wall is prevented from sliding to the horizontal direction.

Preferably, as an improvement, the upper end of the anti-slide pile is provided with a bracket, and the upper surface of the bracket is connected with the bearing platform. So set up, increase the area of contact of friction pile and cushion cap, transmit the reaction force dispersion of friction pile to the cushion cap for the cushion cap through the bracket, prevent that reaction force from destroying the cushion cap.

Preferably, as an improvement, the prestressed anchor cable is sleeved with a sleeve. So set up, need drill before the construction prestressed anchorage cable, for preventing collapsing the hole behind the drilling in the weak structural layer, put into the sleeve in the downthehole during this scheme drilling, the sleeve provides the support for the downthehole wall, and then makes in the sleeve in the anchor rope pierces the hole smoothly.

Preferably, as an improvement, mortar is filled between the sleeve and the prestressed anchor cable, the sleeve has a plurality of sections, an inner convex ring is arranged on the inner wall of one end, away from the anti-slide pile, of the sleeve, and the mortar between the sleeves overflows the sleeve to form an anti-pulling ring.

So set up, can produce following beneficial effect:

1. in the grouting process, mortar flows from the top of the uppermost sleeve to the bottom of the lowermost sleeve, the mortar naturally flows downwards without pressurization, so that large downward pressure cannot be generated on the inner convex ring, the mortar liquid level starts to rise from the lowest position of the sleeves, when the liquid level rises to the position between the two sleeves, due to the arrangement of the inner convex ring, the water flow section suddenly becomes small, the water pressure suddenly becomes large, the mortar jacks the lower surface of the inner convex ring, the upper sleeve is further jacked, a gap is generated in the position between the sleeves, and the mortar overflows from the gap to form an anti-pulling ring; when the liquid level submerges the inner convex ring, the mortar above the inner convex ring is increased, the downward pressure generated by the mortar on the inner convex ring is gradually increased, and the gap is gradually closed.

2. If only one sleeve is used, the sleeve is too long, a huge crane is needed to drop the sleeve into the hole, and construction is difficult, so that a plurality of short sleeves need to be matched for use, and the anti-pulling rings can strengthen the connection between the sleeves after being solidified.

3. The anti-pulling ring is perpendicular to the stress direction of the prestressed anchor cable, the contact area between the rock soil and the overall structure is increased, the friction force of the rock soil to the overall structure is further increased, and the stability of the prestressed anchor cable stress structure is further improved.

4. The position between the two sleeves is the weak point of the sleeves, and the anti-pulling ring fills the gap between the sleeves and the hole near the weak point, so that the settlement amount of the weak point is reduced.

Drawings

FIG. 1 is a schematic view of example 1;

fig. 2 is a three-dimensional isometric view of the sleeve of example 2.

Detailed Description

The following is further detailed by way of specific embodiments:

reference numerals in the drawings of the specification include: the heavy retaining wall comprises a heavy retaining wall 1, a heavy platform 101, an anti-slide pile 201, an anchor pier 202, a panel 203, a bracket 204, a pre-stressed anchor cable 205, a sleeve 206, an inner annular ring 207, a bearing platform 3, an excavation area 401, filling soil 402, a design ground line 403, an original ground line 404, a rock-soil interface 405, a soft structural layer 406 and a hard rock layer 407.

Example 1

Example 1 is substantially as shown in figure 1: a composite retaining structure comprises an upper retaining and a lower retaining.

The upper supporting blocks support filled soil 402, a design ground line 403 is arranged above the filled soil 402, an original ground line 404 is arranged below the filled soil 402, the upper supporting blocks are balance weight type retaining walls 1, a balance weight platform 101 is arranged on one side, close to the filled soil 402, of each balance weight type retaining wall 1, and the balance weight platform 101 can bear vertical load of the upper portion of the filled soil 402.

The excavation side slope is supported by a lower retaining wall, the excavation side slope is rock soil on the right side of the lower retaining wall, the lower retaining wall comprises a plurality of anti-slide piles 201 and a panel 203 between the anti-slide piles 201, the anti-slide piles 201 are rectangular piles, anchoring parts 201 are arranged on the anti-slide piles 201, the anchoring parts comprise two anchoring units, the two anchoring units are arranged at different heights of the lower retaining wall, each anchoring unit comprises an anchoring pier 202 and two pre-stressed anchoring cables 205, each pre-stressed anchoring cable 205 comprises a free section and an anchoring section, the free section is the part of the pre-stressed anchoring cable 205 in a soft structural layer 406, the anchoring section is the part of the pre-stressed anchoring cable 205 in the hard rock layer 407, the interface between the soft structural layer 406 and the hard rock layer 407 is a rock soil interface 405, the length of the anchoring section is more than ten meters, the specific length is determined according to the field condition, the anchoring pier 202 is poured and molded on the anti-slide pile 201, the left ends of the two pre-stressed anchoring cables 205 are all tensioned on the anchoring pier 202, the two pre-stressed anchoring cables 205 penetrate through the soft structural layer 406, the soft structural layer, the two anchoring piles are anchored piles 205, the same angle alpha angles of the same pre-stressed anchoring units are sequentially increased from 20 degrees to 35 degrees and 35 degrees in the same anchor unit.

The upper end of the anti-slide pile 201 is provided with a bracket 204, the upper surface of the bracket 204 is connected with a bearing platform 3, the bearing platform 3 is step-shaped, one side of the bearing platform 3, which is close to the filled soil 402, is a low step, the lower surface of the constant weight retaining wall 1 is connected with the bearing platform 3, the constant weight retaining wall 1 bears the horizontal load of the filled soil, and the bearing platform 3 transmits the horizontal load of the constant weight retaining wall 1 to the anti-slide pile 201 and the prestressed anchor cables and transmits the horizontal load to a deeper hard rock stratum through the prestressed anchor cables.

The specific implementation steps are as follows:

1. the anti-slide pile 201, the bracket 204, the bearing platform 3 and the balance weight type retaining wall 1 are constructed in sequence, the bearing platform 3 is arranged to be step-shaped, the balance weight type retaining wall 1 is prevented from sliding towards the horizontal direction, the bracket 204 transmits the reaction force of the anti-slide pile 201 to the bearing platform 3 in a dispersing mode, and the bearing platform 3 is prevented from being damaged by the reaction force.

2. The area of the original ground line 404 above the design ground line 403 is an excavation area 401, excavation construction is carried out on the excavation area 401 in a reverse method, the upper portion of the excavation area 401 is excavated, two prestressed anchor rods 205 of a first anchoring unit are constructed, alpha is 20 degrees and 25 degrees respectively, and the prestressed anchor rods 205 provide a second eccentric force relative to the bearing platform 3 so as to offset the first eccentric force.

3. And excavating the lower part of the excavation area 401, and constructing two prestressed anchor rods 205 of a second anchoring unit, wherein alpha is respectively 30 degrees and 35 degrees.

4. After the geotechnical structure of the excavation region is stabilized, the filled soil 402 is backfilled to the designed elevation, the vertical load of the filled soil 402 acts on the balance weight platform 101 of the balance weight type retaining wall 1 to generate a first eccentric force relative to the bearing platform 3, the gravity center of the balance weight type retaining wall 1 is forced to move towards one side of the filled soil 402, and the stability of the balance weight type retaining wall 1 is improved.

5. When the rock-soil stability is poor or the weather is severe, the inclination angles of the two prestressed anchor rods 205 of the second anchoring unit are large, the shearing force of the vertical load generated by excavation slope settlement on the prestressed anchor rods 205 is small, and the prestressed anchor rods 205 are not easy to deform.

Example 2

Example 2 on the basis of example 1: the prestressed anchor cable 205 is externally sleeved with a plurality of sleeves 206 shown in fig. 2, mortar is filled between the sleeves 206 and the prestressed anchor cable 205, the sleeves 206 are provided with a plurality of sections, an inner convex ring 207 is arranged on the inner wall of one end of each sleeve 206, which is far away from the slide-resistant pile 201, and the mortar between the sleeves 206 overflows the sleeves to form an anti-pulling ring.

The specific implementation steps are as follows:

1. drilling holes in rock soil, sequentially putting sleeves 206 into the holes, and putting prestressed anchor cables 205.

2. Grouting is started, mortar flows from the inner side of the top of the uppermost sleeve 206 to the inner side of the bottom of the lowermost sleeve 206, the mortar naturally flows downwards and is not pressurized, so that large downward pressure cannot be generated on the inner convex ring 207, the mortar liquid level starts to rise from the lowest position of the sleeves 206, when the liquid level rises to the position between the two sleeves 206, due to the arrangement of the inner convex ring 207, the cross-flow section of the mortar is suddenly reduced, the hydraulic pressure of the mortar is suddenly increased, the mortar jacks the lower surface of the inner convex ring 207, further, one upper sleeve 206, a gap is generated at the position between the sleeves 206, and the mortar overflows from the gap to form an anti-pulling ring; when the liquid level submerges the inner convex ring 207, mortar above the inner convex ring 207 is increased, downward pressure generated by the mortar on the inner convex ring 207 is gradually increased, and the gap is gradually closed.

3. The location between the two sleeves 206 is the weak point of the sleeves 206, and the anti-plucking ring fills the gap between the sleeves 206 and the hole near the weak point, reducing the settling amount of the weak point.

The above description is only an example of the present invention, and the detailed technical solutions and/or characteristics known in the solutions are not described too much here. It should be noted that, for those skilled in the art, without departing from the technical solution of the present invention, several modifications and improvements can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application should be determined by the following description of the preferred embodiments and the accompanying drawings.

Claims

1. The utility model provides a compound retaining structure which characterized in that: including upper portion fender and lower part fender, the upper portion fender is strutted and is strutted fill, excavation slope is strutted to lower part fender, upper portion fender is close to fill one side and is equipped with the weighing apparatus platform, the weighing apparatus platform can bear the vertical load on fill upper portion, be equipped with anchor assembly on the fender of lower part, anchor assembly can anchor to in the hard rock stratum, anchor assembly includes a plurality of anchor units, different anchor unit sets up the not co-altitude that props the fender in the lower part, every anchor unit all includes two prestressed anchorage cables, the inclination of two prestressed anchorage cables is different, the inclination from the top down of the prestressed anchorage cable of all anchor units on same root friction pile increases progressively in proper order.

2. A composite retaining structure as claimed in claim 1, wherein: the lower supporting baffle comprises an anti-slide pile and a panel between the anti-slide piles, the anti-slide pile is a rectangular pile, and the anchoring part is arranged on the anti-slide pile.

3. A composite retaining structure according to claim 2, wherein: the anti-slide piles are multiple, the upper supporting blocks are balance weight type retaining walls, the balance weight type retaining walls and the anti-slide piles are connected through bearing platforms, the bearing platforms are step-shaped, and one side, close to the filled soil, of each bearing platform is a low step.

4. A composite retaining structure according to claim 3, wherein: the upper end of the anti-slide pile is provided with a bracket, and the upper surface of the bracket is connected with the bearing platform.

5. A composite retaining structure according to claim 4, wherein: and in the range of the soft structural layer of rock soil, the sleeve is sleeved outside the prestressed anchor cable.

6. A composite retaining structure according to claim 5, wherein: mortar is filled between the sleeve and the prestressed anchor cable, the sleeve is provided with a plurality of sections, an inner convex ring is arranged on the inner wall of one end, away from the anti-slide pile, of the sleeve, and the mortar among the sleeves overflows the sleeve to form an anti-pulling ring.