CN211006716U

CN211006716U - Combined retaining structure

Info

Publication number: CN211006716U
Application number: CN201921791225.8U
Authority: CN
Inventors: 张思峰; 王力; 王宇驰; 夏冲; 段同军; 郑帅; 商淑杰; 高庆水; 宋书昌; 席鹏辉; 李强; 唐亮; 王勇; 任士朴
Original assignee: Shandong Huajian Engineering Detection Co ltd; Shandong Luqiao Group Co Ltd
Current assignee: Shandong Huajian Engineering Detection Co ltd; Shandong Jianzhu University; Shandong Luqiao Group Co Ltd
Priority date: 2019-10-23
Filing date: 2019-10-23
Publication date: 2020-07-14
Anticipated expiration: 2029-10-23

Abstract

The utility model relates to a joint retaining structure, include: the anti-slide pile, the tension type rock-soil prestressed anchor cable, the cantilever retaining wall, the pressure dispersion type prestressed anchor rod and the connecting parts thereof; the anti-slide pile is arranged in parallel, and a tension type rock-soil prestressed anchor cable fixedly connected with the anti-slide pile is arranged at the top of the anti-slide pile; embedding vertical connecting steel bars serving as connecting components at the upper top of the anti-slide pile, wherein the vertical connecting steel bars are connected with the cantilever type retaining wall; at least one pressure dispersion type prestressed anchor rod which is suitable for the height of the cantilever type retaining wall is arranged on the cantilever type retaining wall, and more than one anchor plate is arranged on the rod body of the pressure dispersion type prestressed anchor rod. The utility model discloses it is reasonable that the joint keeps off the structure to have the atress, stability is good, construction convenience, save advantages such as space.

Description

Combined retaining structure

Technical Field

The utility model belongs to the technical field of the geotechnical reinforcement engineering, concretely relates to be applied to joint retaining structure among the high steep fill road bed engineering.

Background

Along with the rapid development of the construction of the traffic infrastructure in China and the requirement of the construction layout of the road network, the construction scale of the roads in the mountainous area is increased day by day, a large number of high and steep fill roadbed projects with complex terrains are frequently encountered in the engineering construction, and the roadbed collapse can be caused by the unreasonable supporting mode of the roadbed, so that the huge economic loss or the casualties are caused, and therefore, the method has important engineering significance for the research of the supporting mode of the high and steep fill roadbed.

The main problems with such high and steep fill subgrade engineering include: (1) the original natural side slope is steep and poor in stability of the slope body, the problem of deep sliding possibly exists, and the original slope body needs to be reinforced; (2) the newly filled roadbed has large height, and the problems of uneven settlement and stability after construction are obvious; (3) the road bed filling design scheme can facilitate construction when the road bed filling design scheme is located on high and steep slope terrain with complex terrain and narrow site, traffic is inconvenient, large construction machinery is difficult to enter the site.

Disclosure of Invention

For solving the not enough of the steep fill road bed current support technique in geotechnical engineering field, combine tensile force type ground prestressed anchorage cable + friction pile and the respective advantage of pressure dispersion type prestressed anchorage pole + cantilever type retaining wall, through the combination to four kinds of structures and carrying out the improvement, the utility model provides a be applied to the joint retaining structure among the steep fill road bed reinforcement engineering. The utility model discloses the technical scheme who adopts as follows:

the utility model provides a joint retaining structure, is applied to in the high steep fill road bed engineering, includes: the anti-slide pile, the tension type rock-soil prestressed anchor cable, the cantilever retaining wall, the pressure dispersion type prestressed anchor rod and the connecting parts thereof; the anti-slide pile is arranged in parallel, and a tension type rock-soil prestressed anchor cable fixedly connected with the anti-slide pile is arranged at a position 1/6-1/5 away from the top of the anti-slide pile; embedding vertical connecting steel bars serving as connecting components at the upper top of the anti-slide pile, wherein the vertical connecting steel bars are connected with the cantilever type retaining wall; at least one pressure dispersion type prestressed anchor rod which is suitable for the height of the cantilever type retaining wall is arranged on the cantilever type retaining wall, and more than one anchor plate is arranged on the rod body of the pressure dispersion type prestressed anchor rod.

The utility model discloses a set up pulling force type ground prestressed anchorage cable + friction pile at high steep fill road bed toe of slope, the road bed is filled on upper portion adopts pressure dispersion type prestressed anchorage pole + cantilever type retaining wall, forms a pertinence nature, and the effectual joint retaining structure of economy. The tension type rock-soil prestressed anchor cable and the anti-slide pile in the structure can balance landslide thrust by utilizing the anchoring effect of the deep stable rock stratum, and prevent deep sliding along a slope toe. The pressure dispersion type prestressed anchor rods above the anchor plate can ensure that the rock and soil mass in front of the anchor plate is in a pressure stress state, the bearing capacity of the rock and soil mass of the filling roadbed can be fully exerted, the combined structure of the anchor plate and the cantilever type retaining wall can save land to the maximum extent while ensuring the stability of the filling roadbed, and the large-scale mechanical construction is facilitated. Finally, the reinforced concrete cantilever type retaining wall is rigidly connected with the anti-slide pile, so that the combined retaining structure has the advantages of reasonable stress, strong anti-deformation capability, space saving, light weight, convenient construction, low construction cost and the like.

Preferably, the anchoring length of the vertical connecting steel bars in the slide-resistant piles and the cantilever retaining walls is not less than 130cm, the diameter of the steel bars is not less than 20mm, and the horizontal distance between the steel bars is less than 10 cm.

Preferably, 2-4 cubic anchor plates with the side length of 80-130 cm × 50-80 cm × 20-40 cm are arranged on the pressure dispersion type prestressed anchor rod body, the distance between the anchor plates is 1.0-3.0 m, and the anchor plates are cast in situ by adopting concrete with the strength grade larger than C20.

Preferably, the cross section of the pile body of the slide-resistant pile is rectangular, the pile length of the slide-resistant pile is not more than 30m, the center distance of the piles is 5.0-9.0 m, and the slide-resistant pile is fixedly connected with the tension type rock-soil prestressed anchor cable through a circular inclined anchor hole formed in the upper portion of the slide-resistant pile.

Preferably, the length of the inner anchoring section of the tension type rock-soil prestressed anchor cable is 6-10 m.

Preferably, the cantilever-type retaining wall is a cantilever-type reinforced concrete retaining wall, and the concrete of the wall body and the bottom plate is cast by concrete with the strength grade larger than C20; the cantilever type retaining wall is provided with 2-4 drain holes every 2-3 m along the vertical direction of the wall body, and PVC pipes with the inner diameter of 4-8 cm are buried in the drain holes.

Preferably, settlement joints and expansion joints with the joint width of 1-3 cm are arranged along the wall height change position or along the length direction every 15-25 m of the cantilever type retaining wall; asphalt linen, asphalt wood boards or micro-expansion rubber strips are filled in the settlement joints and the expansion joints; the minimum thickness of the cantilever retaining wall should be not less than 20 cm.

Preferably, the used filling has a particle size of not more than 120mm and a non-uniformity coefficient of particles of not less than 10; the fill includes but is not limited to gravel soil, sand soil and small particle size crushed rock soil; the fine-grained soil with the grain size of less than 0.075mm in the filling is less than 20 percent.

The utility model has the advantages that:

the utility model discloses a joint retaining structure has advantages such as the atress is reasonable, stability is good, construction convenience, save space, is particularly useful for the high steep fill road bed reinforcement engineering under the topography complex condition.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are illustrative of some embodiments of the invention, and that those skilled in the art will be able to derive other drawings without inventive step from these drawings, which are within the scope of the present application.

Fig. 1 is a schematic view of a joint retaining structure according to an embodiment of the present invention;

in the figure, 1-an anti-slide pile, 2-a circular inclined anchor hole, 3-a tension type rock-soil prestressed anchor cable, 3 a-an inner anchoring section, 4-a vertical connecting steel bar, 5-a cantilever type retaining wall, 6-a drain hole, 7-a newly filled roadbed, 8-an anchoring plate, 9-a pressure dispersion type prestressed anchor rod, 10-a predicted slip crack surface and 11-an original slope body.

Detailed Description

The following describes embodiments of the present invention with reference to the drawings.

The utility model provides a joint retaining structure, is applied to in the high steep fill road bed engineering, includes: the anti-slide pile comprises an anti-slide pile 1, a tension type rock-soil prestressed anchor cable 3, a cantilever type retaining wall 5, a pressure dispersion type prestressed anchor rod 9 and connecting components thereof.

The slide-resistant pile 1 is arranged in parallel, and a tension type rock-soil prestressed anchor cable 3 with the length of 6-10 m of an inner anchoring section 3a is arranged at a position 1/6-1/5 away from the top of the slide-resistant pile. The cross section of the pile body of the slide-resistant pile 1 is rectangular, the pile length of the slide-resistant pile 1 is not more than 30m, and the distance between the centers of the piles is 5.0-9.0 m. The length of the anchoring section of the slide-resistant pile 1 in the stable stratum is not less than 1/4-1/3 of the pile length of the slide-resistant pile 1. The slide-resistant pile 1 and the tension type rock-soil prestressed anchor cable 3 are fixedly connected through a circular inclined anchor hole 2 formed in the upper portion of the slide-resistant pile 1. The combined structure of the tension type rock-soil prestressed anchor cable 3 and the anti-slide pile 1 can effectively avoid the deep sliding of the original slope 11 and the newly filled roadbed 7 along the slope toe.

Vertical connecting steel bars 4 used as connecting components are embedded in the upper top of the anti-slide pile 1, and the vertical connecting steel bars 4 are connected with cantilever type retaining walls 5. The anchoring length of the vertical connecting steel bars 4 in the slide-resistant piles 1 and the cantilever retaining wall 5 is not less than 130cm, the diameter of the steel bars is not less than 20mm, and the horizontal distance between the steel bars is less than 10 cm.

At least one pressure dispersion type prestressed anchor rod 9 which is suitable for the height of the cantilever type retaining wall 5 is arranged on the cantilever type retaining wall 5, and the pressure dispersion type prestressed anchor rod 9 and the cantilever type retaining wall 5 jointly support the newly filled roadbed 7. Arranging 2-4 cubic pressure dispersion type prestressed anchor plates 8 with less than one stress anchor rod with the side length of 80-130 cm on a rod body of a pressure dispersion type prestressed anchor rod 9, wherein the distance between the anchor plates 8 is 1.0-3.0 m; anchor sheet 8 is cast in place with concrete having a strength rating greater than C20.

The cantilever type retaining wall 5 adopted by the embodiment of the utility model is a cantilever type reinforced concrete retaining wall, and the concrete of the wall body and the bottom plate is cast by concrete with the strength grade larger than C20; 2-4 drain holes 6 are vertically formed in the cantilever type retaining wall 5 every 2-3 m along the wall body, and PVC pipes with the inner diameter of 4-8 cm are buried in the drain holes 6; the cantilever type retaining wall 5 is provided with settlement joints and expansion joints with the joint width of 1-3 cm at intervals of 15-25 m along the wall height change part or along the length direction; asphalt linen, asphalt wood boards or micro-expansion rubber strips are filled in the settlement joints and the expansion joints; the minimum thickness of the retaining wall should be not less than 20 cm.

The particle size of the filling adopted by the embodiment of the utility model is not more than 120mm, and the uneven coefficient of the particles is not less than 10; the fill includes but is not limited to gravel soil, sand soil and small particle size crushed rock soil; the fine-grained soil with the grain size of less than 0.075mm in the filling soil is less than 20 percent.

The inner anchoring section 3a of the tension type rock-soil pre-stressed anchor cable 3 should be located in the stable rock stratum, i.e. the inner anchoring section 3a should pass through the predicted slip crack surface 10.

A construction method of a combined retaining structure is applied to high and steep fill roadbed engineering and comprises the following steps:

step 1, preparing raw materials and tensioning equipment, which specifically comprises the following steps: the anti-slide pile 1, the anchor plate 8 and the cantilever type retaining wall 5 are all cast by concrete with the strength grade larger than C20; the tension-type rock-soil pre-stressed anchor cable 3 and the tension-dispersed pre-stressed anchor rod 9 are all high-strength low-relaxation steel strands which are composed of 7 steel wires with the length of 5mm and have the strength level of 1860MPa, the nominal diameter of each steel strand is 15.24mm, and each anchor hole is composed of 3-7 steel strands; the anchorage is preferably HVM15-1 type anchorage produced by Liuzhou Haverm construction machinery Co., Ltd; the anchorage device at the anchoring plate 8 is preferably an HVM15 fixed section P-shaped anchorage device; the grouting material is preferably No. 425 pure cement paste with the water-cement ratio of 0.4-0.6. The grouting pressure of an anchoring section 3a in the tension type rock and soil pre-stressed anchor cable 3 is 0.2-0.5 Mpa; the anticorrosive paint on the inner side of the cantilever retaining wall 5 is preferably epoxy coal tar pitch heavy anticorrosive paint. The tensioning equipment is preferably a feed-through tensioning jack and an integral tensioning mode is adopted.

Step 2, construction preparation: the method comprises the steps of measuring and paying off, leveling the field, entering the field by equipment, determining the pile position of the slide-resistant pile 1 and the like.

And 3, constructing the slide-resistant pile 1 and the tension type rock-soil prestressed anchor cable 3: the process comprises the steps of pile hole excavation and support, reinforcement cage binding and installation, concrete pouring and maintenance, tension type rock-soil pre-stressed anchor cable 3 drilling, anchor cable manufacturing and installation, inner anchoring section 3a grouting and the like; excavating pile holes in sections, wherein the excavation depth of each section is preferably 0.5-2.0 m, and supporting is carried out immediately after excavation; h-grade and above steel bars are selected as the embedded longitudinal tensile steel bars, the diameter of the steel bars is larger than 17mm, the clear distance is 100-250 mm, and the steel bars are connected in a welding mode; arranging longitudinal construction steel bars on two side edges and a pressed edge of the slide-resistant pile 1, wherein the clear distance is 280-380 mm, and the diameter is not less than 11 mm; the pile body is continuously poured by concrete with the strength grade larger than C20, a circular inclined anchor hole with the diameter of 110-130mm is reserved at a position 1/6-1/5 away from the pile top, and a foundation is laid after the pile body penetrates through a tension type rock-soil prestressed anchor cable 3 in the later period; the pile top of the slide-resistant pile 1 is reserved with a vertical connecting steel bar 4 with the length not less than 130 cm. Before drilling the tension type rock and soil pre-stressed anchor cable 3, a hole position is accurately determined according to design requirements, the diameter of the drilled hole is 110-130mm, the depth of the drilled hole penetrates through the predicted slip crack surface 10, and the length of an inner anchoring section 3a in a stable rock stratum is ensured to be 6-10 m. And when the anchor cable is manufactured, centering brackets are arranged along the axial direction of the cable body every 1.0-1.5 m. And after the anchor cable is installed, high-pressure grouting is carried out on the inner anchoring section 3a by adopting grouting pressure of 0.2-0.5 Mpa.

And step 4, constructing the cantilever type retaining wall 5: binding cantilever type reinforced concrete retaining wall reinforcing steel bars, and ensuring that the cantilever type reinforced concrete retaining wall reinforcing steel bars are axially welded with vertical connecting reinforcing steel bars 4 which are reserved on the anti-slide pile 1 and have the length not less than 130 cm; and a retaining wall template is erected outside the reinforcing steel bars, PVC pipes are embedded in the template at the positions of the pressure dispersion type prestressed anchor rods 9, which penetrate through the cantilever type retaining wall 5 and the retaining wall drain holes 6, and the outer diameters of the PVC pipes are larger than the corresponding hole diameter requirements. And selecting concrete with the strength grade larger than C20 to cast in situ integrally section by section and maintaining.

Step 5, filling soil for the newly filled roadbed 7 and constructing the pressure dispersion type pre-stressed anchor rods 9: filling earth in the retaining wall in layers for 2-6 times according to the height of the cantilever retaining wall 5 and compacting; since heavy compacting machines may cause damage to the retaining wall, they are compacted within 2.0m from the retaining wall using small-sized compactors. When the pressure dispersion type pre-stressed anchor 9 is filled to the position where the arrangement height of the rod body is more than 30cm, reverse excavation is carried out according to the position of the rod body, the anchor plate 8 and the corresponding size requirement, so that the pressure dispersion type pre-stressed anchor 9 and the embedding position of the anchor plate 8 are formed. In order to meet the requirement of corrosion resistance and durability of the pressure dispersion type prestressed anchor 9 during the operation period of the highway, a PVC plastic sleeve is sleeved outside the pressure dispersion type prestressed anchor 9, and cement slurry is filled in the sleeve. The rod body and the sleeve are horizontally placed at the bottom of the excavation groove, and the plastic sleeve is connected with the PVC sleeve pre-buried in the cantilever type retaining wall 5; the size of the excavated groove of the anchor plate 8 should meet the design size requirement of the anchor plate 8, and when the reinforcing steel bars of the anchor plate 8 are bound and the template of the anchor plate 8 is erected, a round hole with the diameter of 110-. Anchor sheet 8 is cast in situ with concrete having a strength rating greater than C20 and care is taken for curing. The anchorage device, the anchoring plate 8 and the rod body are coaxially installed, and after the steel strand penetrates through the anchoring plate 8, the steel strand is anchored by using a P-shaped anchorage device; and (4) pre-straightening the steel strand after the steel strand and the outer sleeve thereof are installed according to requirements. The construction steps of the remaining pressure dispersion type pre-stressed anchor 9 are the same as described above.

And 6, tensioning the tension type rock-soil prestressed anchor cable 3 and the pressure dispersion type prestressed anchor rod 9. And uniformly tensioning the tension type rock-soil prestressed anchor cable 3 on the slide-resistant pile 1 and the pressure dispersion type prestressed anchor rods 9 on the cantilever type retaining wall 5 after the strength of all concrete structures reaches the designed strength. Because the anchor cable or the anchor rod in the same anchor hole may be composed of a plurality of steel strands, in order to ensure that the stress of the plurality of steel strands is uniform, the integral tensioning mode is adopted for tensioning. After tensioning is finished for 1 month, in order to compensate the prestress loss, compensation tensioning is carried out to ensure the design tensioning force of the steel strand. And after tensioning is finished, full-length pressure grouting is carried out in the external sleeves of the tension type rock-soil prestressed anchor cable 3 and the pressure dispersion type prestressed anchor rod 9, and the grouting pressure is 0.2-0.3 Mpa. If the slurry is shrunk later, the hole mouth is supplemented to ensure that the cement slurry fills the gaps of all parts. The outer anchor head is cast and sealed by concrete with the strength grade larger than C20.

Finally, it is to be noted that: the above embodiments are only specific embodiments of the present invention, and are not intended to limit the technical solutions of the present invention, and the scope of the present invention is not limited thereto. Those skilled in the art will understand that: any person skilled in the art can modify or easily conceive the technical solutions described in the foregoing embodiments or equivalent substitutes for some technical features within the technical scope of the present disclosure; such modifications, changes or substitutions do not substantially depart from the spirit and scope of the embodiments of the present invention, and are intended to be included within the scope of the present invention.

Claims

1. The utility model provides a joint retaining structure, is applied to in the high steep fill road bed engineering, its characterized in that includes: the anti-slide pile comprises an anti-slide pile (1), a tension type rock-soil prestressed anchor cable (3), a cantilever type retaining wall (5), a pressure dispersion type prestressed anchor rod (9) and connecting components thereof;

the anti-slide pile (1) is arranged in parallel, and a tension type rock-soil prestressed anchor cable (3) fixedly connected with the anti-slide pile (1) is arranged at a position 1/6-1/5 away from the top of the anti-slide pile (1); vertical connecting steel bars (4) used as connecting components are embedded in the upper top of the anti-slide pile (1), and the vertical connecting steel bars (4) are connected with a cantilever type retaining wall (5); at least one pressure dispersion type prestressed anchor rod (9) which is suitable for the height of the cantilever retaining wall (5) is arranged on the cantilever retaining wall, and more than one anchor plate (8) is arranged on the rod body of the pressure dispersion type prestressed anchor rod (9).

2. A united retaining structure according to claim 1, wherein the anchoring length of the vertical connecting bars (4) in the anti-slide pile (1) and the cantilever retaining wall (5) should not be less than 130cm, the diameter of the bars should not be less than 20mm, and the horizontal spacing of the bars should be less than 10 cm.

3. The combined retaining structure of claim 2, wherein 2-4 cubic anchor plates (8) with the side length of 80-130 cm × 50-80 cm × 20-40 cm are arranged on the rod body of the pressure dispersion type prestressed anchor rod (9), the distance between the anchor plates (8) is 1.0-3.0 m, and the anchor plates (8) are cast in situ by concrete with the strength grade larger than C20.

4. A combined retaining structure according to claim 3, wherein the cross section of the pile body of the slide-resistant pile (1) is rectangular, the pile length of the slide-resistant pile (1) is not more than 30m, the distance between the centers of the piles is 5.0-9.0 m, and the slide-resistant pile (1) and the tension type rock-soil prestressed anchor cable (3) are fixedly connected through a circular inclined anchor hole (2) arranged at the upper part of the slide-resistant pile (1).

5. A combined retaining structure according to claim 4, wherein the length of the inner anchoring section (3a) of the tension type geotechnical pre-stressed anchor cable (3) is 6-10 m.

6. A united retaining structure according to claim 5, characterized in that the said retaining wall (5) is reinforced concrete retaining wall, the concrete of wall and floor is cast with concrete with strength grade greater than C20; the cantilever type retaining wall (5) is vertically provided with 2-4 drain holes (6) every 2-3 m along the wall body, and PVC pipes with the inner diameters of 4-8 cm are buried in the drain holes (6).

7. The combined retaining structure of claim 6, wherein the cantilever retaining wall (5) is provided with settlement joints and expansion joints with the joint width of 1-3 cm at intervals of 15-25 m along the height variation of the wall or along the length direction; asphalt linen, asphalt wood boards or micro-expansion rubber strips are filled in the settlement joints and the expansion joints; the minimum thickness of the cantilever retaining wall (5) should be not less than 20 cm.

8. A combined retaining structure according to any one of claims 1 to 7, characterised in that the filler used has a particle size of not more than 120mm and a non-uniformity coefficient of the particles of not less than 10; the fill includes but is not limited to gravel soil, sand soil and small particle size crushed rock soil; the fine-grained soil with the grain size of less than 0.075mm in the filling is less than 20 percent.