CN114482118B - Method for realizing embankment width by existing-newly-built combined cantilever retaining wall - Google Patents
Method for realizing embankment width by existing-newly-built combined cantilever retaining wall Download PDFInfo
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- CN114482118B CN114482118B CN202210047110.8A CN202210047110A CN114482118B CN 114482118 B CN114482118 B CN 114482118B CN 202210047110 A CN202210047110 A CN 202210047110A CN 114482118 B CN114482118 B CN 114482118B
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 21
- 239000004567 concrete Substances 0.000 claims description 21
- 238000010276 construction Methods 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 238000001914 filtration Methods 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 4
- 229920003023 plastic Polymers 0.000 claims description 4
- 239000004033 plastic Substances 0.000 claims description 4
- 244000025254 Cannabis sativa Species 0.000 claims description 3
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 3
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000010426 asphalt Substances 0.000 claims description 3
- 235000009120 camo Nutrition 0.000 claims description 3
- 235000005607 chanvre indien Nutrition 0.000 claims description 3
- 239000011487 hemp Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 238000012876 topography Methods 0.000 abstract description 2
- 238000005266 casting Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000005484 gravity Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000002079 cooperative effect Effects 0.000 description 1
- 230000000875 corresponding effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
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- 238000011065 in-situ storage Methods 0.000 description 1
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- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a method for realizing the width of a embankment by an existing-newly built combined cantilever retaining wall, and relates to the technical field of road and railway existing line base widening and reconstruction engineering. The existing-newly-built combined cantilever type retaining wall comprises an existing cantilever type retaining wall, a newly-built cantilever type retaining wall, inclined-pulling prestressed anchor cables and jet grouting piles, wherein the newly-built cantilever type retaining wall is arranged on the inner side of the top of the existing cantilever type retaining wall. Through setting up newly-built cantilever type retaining wall in existing cantilever type retaining wall roof inboard, adopt the jet grouting stake to consolidate existing embankment side slope soil body simultaneously to improve newly-built retaining wall foundation bearing capacity, make soil body rigidity increase, the wholeness is good, reduces the lateral pressure of existing cantilever type retaining wall, draws to one side prestressed anchorage cable and adds at existing cantilever type retaining wall body top according to certain interval along the circuit vertically, can increase the stability of existing cantilever type retaining wall. The invention has reasonable structure, simple implementation and easy operation, and is suitable for the condition of wide embankment wall under the condition of limited topography.
Description
Technical Field
The invention relates to the technical field of existing line base widening and reconstruction engineering of highways and railways, in particular to a method for realizing the width of a embankment by an existing-newly built combined cantilever retaining wall.
Background
In recent years, with the expansion of the demand of passenger and freight transportation, the existing line is rebuilt and new projects adjacent to the existing line are gradually increased year by year, especially, some existing line embankments which enter urban sections and are adjacent to urban main roads are usually adopted for slope collection due to the condition of shortage of land and no slope release, the cantilever retaining wall is a light retaining structure which is cast-in-situ or prefabricated by reinforced concrete, and compared with the gravity retaining wall, the gravity retaining wall has the advantages of reduced structure thickness and dead weight, is more suitable for the condition of lower bearing capacity of a foundation, and the anti-slip and anti-overturning stability of the retaining wall is dependent on the dead weight of the wall body and the gravity of filling soil (including load) above a heel plate.
The advantage of cantilever type retaining wall mainly embodies that the structure size is less, the dead weight is light, be convenient for use in the building blocks lack and the lower filling section of foundation bearing capacity, however when follow-up new construction circuit needs to carry out the high embankment and lay, in order to realize the road bed group wide, often need newly increase sign land or reform existing cantilever type retaining wall, because topography condition limits, be difficult to newly increase sign land of receiving, existing cantilever type retaining wall bears the external load's ability to weaken to some extent, the construction degree of difficulty is great, the risk is higher, existing circuit's stability and the normal operating of train are difficult to obtain the guarantee, existing cantilever type retaining wall's bearing effect is difficult to exert.
Disclosure of Invention
(one) solving the technical problems
Aiming at the defects of the prior art, the invention provides a method for realizing the width of the embankment by using the existing-newly-built combined cantilever retaining wall, which solves the problems that the method for realizing the width of the embankment is difficult to fully utilize the existing engineering and has higher construction risk.
(II) technical scheme
In order to achieve the above purpose, the invention is realized by the following technical scheme: the utility model provides an existing-newly-built combination cantilever type retaining wall, includes existing cantilever type retaining wall, newly-built cantilever type retaining wall, draws to one side prestressed anchorage cable and spouts the stake soon, and newly-built cantilever type retaining wall sets up in existing cantilever type retaining wall top inboard, adopts spouting the stake soon to consolidate existing embankment side slope soil body at newly-built cantilever type retaining wall bottom and existing cantilever type retaining wall inboard within a definite range, and newly-increased draws to one side prestressed anchorage cable to set up in existing cantilever type retaining wall upper portion, newly-built cantilever type retaining wall includes standing arm, toe board, heel board and tenon.
Preferably, the method for realizing the embankment width of the existing-newly-built combined cantilever retaining wall comprises the following steps:
s1, digging steps on an existing embankment slope, wherein the width of each step is not more than 1.5m, the height of each step is 1.0m, and the steps are 4% of inward inclined slopes, so that a field is leveled, rotary spraying piles are constructed within a design treatment range according to preset pile diameters, pile intervals and pile lengths, the soil mass of the slope is reinforced, the foundation bearing capacity of a newly-built cantilever retaining wall is improved, the integrity of the soil mass behind the wall of the existing cantilever retaining wall is enhanced, and the wall back soil pressure of the existing cantilever retaining wall is reduced;
s2, binding a bottom plate and wall body steel bars of the newly-built cantilever type retaining wall, erecting a template, pouring wall body and bottom plate concrete to form the newly-built cantilever type retaining wall, wherein when pouring is finished once, if the pouring is interrupted, secondary pouring is carried out, firm bonding between the newly-poured concrete and the poured concrete is required to be ensured when pouring is carried out for the second time, the sizes and positions of tenons are not changed, and mortice concrete of the tenons and the bottom plate concrete are required to be poured simultaneously;
s3, arranging a cable-stayed prestressed anchor cable at a position which is not less than 0.5m away from the top of the existing cantilever type retaining wall, wherein the lower end of the cable-stayed prestressed anchor cable is anchored in the stabilized rock soil body of the existing embankment, the upper end of the cable-stayed prestressed anchor cable is connected with the top of the existing cantilever type retaining wall, and an included angle is formed between the cable-stayed prestressed anchor cable and the horizontal planeθ；
S4, when the wall body concrete strength of the newly-built cantilever type retaining wall reaches 70% of the design strength, filling after the wall is filled in layers, reserving settlement when the height of the newly-built cantilever type retaining wall exceeds the road shoulder by 0.5m, tamping and filling by a small machine tool when backfilling the wall back of the newly-built cantilever type retaining wall, wherein the tamping and filling overlap is not less than 1/3 of the tamping bottom width, tamping and filling are started from a low place, backfilling and tamping are carried out in layers, the backfilling thickness of each layer is not more than 0.3m, and the compactness meets the design requirement.
Preferably, the test pile is firstly made before the construction of the jet grouting pile in the step S1, reasonable jet grouting parameters and slurry proportion are determined, the rotation and lifting of the drill rod are continuous, pile breakage is avoided, quality inspection is carried out according to relevant specifications after the construction is finished, and the bearing capacity of the foundation is guaranteed to meet design requirements.
Preferably, after the jet grouting pile is constructed in the step S1, a pile head of 0.5m is removed, rolling and leveling are carried out, a cushion layer is paved, and a C25 concrete cushion layer with the thickness of 10cm is poured for leveling and used as a newly-built cantilever retaining wall reinforcement binding operation surface.
Preferably, the wall pouring in the step S2 should be constructed in sections, and the length of the sections is not more than 10m.
Preferably, the newly-built cantilever retaining wall body is provided with expansion joints at intervals of 10m along the line direction, the width of the joints is 0.02m, asphalt hemp bars are stuffed along the top, the inner and the outer three layers of the joints, and the depth is not less than 0.2m.
Preferably, the wall body of the newly-built cantilever retaining wall is provided with water draining holes at intervals of 2m from the wall top, and PVC plastic drainage pipes with phi of 10cm are embedded in the water draining holes.
Preferably, a bagged sand-sandwiched pebble reverse filtering layer with the thickness of 0.3m is paved behind the newly-built cantilever retaining wall.
Preferably, the cable-stayed prestressed anchor cable consists of a fastening head, a free section and an anchoring section, wherein the fastening head consists of a cement anchor pier, a steel backing plate and an anchorage device, and the cable-stayed prestressed anchor cable adopts 4-8 strands of steel strands.
Preferably, anchor cable holes corresponding to the cable-stayed prestressed anchor cables are drilled and arranged at a certain interval along the line direction at the position, which is not smaller than 0.5m away from the top of the wall top, of the existing cantilever type retaining wall.
(III) beneficial effects
The invention provides a method for realizing the width of the embankment by using an existing-newly built combined cantilever retaining wall. The beneficial effects are as follows:
the invention is suitable for the terrain-limited section, the newly-built cantilever type retaining wall is additionally arranged on the inner side of the wall top of the existing cantilever type retaining wall, the roadbed side is wide, the newly-built land is not required to be used, the existing engineering is utilized to the greatest extent, the investment is saved, and the construction risk is reduced.
Drawings
FIG. 1 is a cross-sectional view of an existing cantilevered retaining wall of the present invention;
FIG. 2 is an elevation view of an existing-new composite cantilever retaining wall of the present invention;
FIG. 3 is a schematic view of a newly constructed cantilever retaining wall structure according to the present invention;
FIG. 4 is a side view of an existing-new composite cantilever retaining wall of the present invention;
FIG. 5 is an enlarged view of FIG. 4 at A;
fig. 6 is a schematic view of the structure of the fastening head of the present invention.
Wherein, 1, the existing cantilever retaining wall; 2. newly-built cantilever retaining wall; 2a, standing arms; 2b, toe board; 2c, heel plate; 2d, tenons; 3. a cable-stayed prestressed anchor cable; 4. jet grouting piles; 5. existing embankment side slopes; 6. a step; 7. an expansion joint; 8. PVC plastic drain pipe; 9. a reverse filtration layer; 10. a horizontal plane; 11. cement anchor piers; 12. a steel backing plate; 13. an anchor; 14. anchor cable holes; 15. road shoulders.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Examples:
as shown in fig. 1 to 6, the embodiment of the invention provides an existing-new combined cantilever type retaining wall, which comprises an existing cantilever type retaining wall 1, a new cantilever type retaining wall 2, inclined-pulling prestressed anchor cables 3 and rotary spraying piles 4, wherein the new cantilever type retaining wall 2 is arranged on the inner side of the wall top of the existing cantilever type retaining wall 1, soil bodies of the existing embankment slopes 5 are reinforced by adopting the rotary spraying piles 4 within a certain range of the wall bottom of the new cantilever type retaining wall 2 and the inner side of the existing cantilever type retaining wall 1, the newly-added inclined-pulling prestressed anchor cables 3 are arranged on the upper part of the wall body of the existing cantilever type retaining wall 1, and the new cantilever type retaining wall 2 comprises vertical arms 2a, toe boards 2b, heel boards 2c and tenons 2d.
A method for realizing the width of the embankment by using the existing-newly-built combined cantilever retaining wall comprises the following steps:
s1, digging a step 6 on an existing embankment slope 5, wherein the width of the step 6 is not more than 1.5m, the height is 1.0m, and the slope is inclined inwards by 4 percent, so that a field is leveled, a jet grouting pile 4 is constructed according to preset pile diameter, pile spacing and pile length in a design treatment range, a slope soil body is reinforced, the foundation bearing capacity of a newly built cantilever type retaining wall 2 is improved, the soil body integrity behind the wall of the existing cantilever type retaining wall 1 is enhanced, and the wall back soil pressure of the existing cantilever type retaining wall 1 is reduced;
s2, binding a bottom plate and wall body steel bars of the newly-built cantilever type retaining wall 2, erecting a template, pouring wall body and bottom plate concrete to form the newly-built cantilever type retaining wall 2, wherein the casting is completed once if the casting is interrupted, the secondary casting is carried out, the firm bonding between the newly-poured concrete and the poured concrete must be ensured in the secondary casting, the size and the position of a tenon 2d cannot be changed, and the tongue-and-groove concrete of the tenon 2d and the bottom plate concrete are simultaneously cast;
s3, arranging a cable-stayed pre-stressed anchor cable 3 at a position which is not less than 0.5m away from the top of the existing cantilever type retaining wall 1, wherein the lower end of the cable-stayed pre-stressed anchor cable 3 is anchored in the stabilized rock soil body of the existing embankment, the upper end of the cable-stayed pre-stressed anchor cable 3 is connected with the top of the existing cantilever type retaining wall 1, and an included angle is formed between the cable-stayed pre-stressed anchor cable 3 and the horizontal plane 10θ，The cable-stayed prestressed anchor cable 3 is used for balancing the new side filling roadbed and relieving the side pressure of the newly-built cantilever type retaining wall 2 which is transferred to the existing cantilever type retaining wall 1 by the self weight;
s4, when the wall body concrete strength of the newly-built cantilever type retaining wall 2 reaches 70% of the design strength, filling after the wall is filled in layers, wherein the height of the newly-built cantilever type retaining wall 2 exceeds 150.5m of a road shoulder, settlement is reserved, a small machine is adopted to tamper when the newly-built cantilever type retaining wall 2 is backfilled on the back of the wall, the overlapping between the tamper and the tamper is not less than 1/3 of the tamping bottom width, the tamper starts from a low position, the backfilling is carried out in layers, the backfilling thickness of each layer is not more than 0.3m, and the compactness meets the design requirement.
And S1, a test pile is firstly manufactured before the construction of the jet grouting pile 4, reasonable jet grouting parameters and slurry proportion are determined, the rotation and lifting of a drill rod are continuous, pile breakage is avoided, quality inspection is performed according to relevant specifications after construction is finished, and the bearing capacity of a foundation is guaranteed to meet design requirements.
And S1, removing a pile head of 0.5m after the construction of the jet grouting pile 4, rolling and leveling, paving a cushion layer, pouring a C25 concrete cushion layer with the thickness of 10cm, and leveling to serve as a steel bar binding working surface of the newly-built cantilever retaining wall 2.
And S2, pouring the wall body, wherein the wall body is subjected to sectional construction, and the sectional length is not more than 10m.
The newly-built cantilever retaining wall 2 is provided with expansion joints 7 at intervals of 10m along the line direction, the width of the joints is 0.02m, asphalt hemp ribs are stuffed along the top, the inner and the outer layers of the walls in the joints, and the depth is not less than 0.2m.
The newly-built cantilever retaining wall 2's wall body is provided with the water discharge hole every 2m apart from the wall top certain distance, and the pre-buried PVC plastics drain pipe 8 that has phi 10cm in the water discharge hole can prevent the washing away and the erosion of rivers to the road bed.
A layer of bagged sand with the thickness of 0.3m is paved behind the newly-built cantilever retaining wall 2 to sandwich the pebble reverse filtering layer 9, and the reverse filtering layer 9 can prevent piping and soil flowing.
The cable-stayed pre-stressed anchor cable 3 consists of a fastening head, a free section and an anchoring section, wherein the fastening head consists of a cement anchor pier 11, a steel backing plate 12 and an anchorage device 13, and the cable-stayed pre-stressed anchor cable 3 adopts 7 strands of steel strands.
The invention is suitable for terrain limited sections, newly-built cantilever type retaining wall 2 is additionally arranged on the inner side of the wall top of existing cantilever type retaining wall 1, the width of the roadbed is realized, the newly-built land is not required to be newly added, the pile grouting piles 4 are additionally arranged for reinforcing the soil of the existing embankment slope in order to meet the requirement of the foundation bearing capacity of the newly-built cantilever type retaining wall 2 and the integrity of the soil behind the wall of the existing cantilever type retaining wall 1, the pile grouting piles 4 are additionally arranged for reinforcing the soil of the existing embankment slope in order to ensure the normal use of the existing cantilever type retaining wall 1, the pile grouting piles 3 are applied on the wall top of the existing cantilever type retaining wall 1 for reinforcing and utilizing the existing cantilever type retaining wall 1, the cooperative action of the existing cantilever type retaining wall 1 and the newly-built retaining wall 2 and the common side pressure are utilized, and the construction is furthest reduced by utilizing the existing side pressure.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (9)
1. A method for realizing the width of the embankment by using an existing-newly-built combined cantilever retaining wall is characterized by comprising the following steps: the method comprises the following steps:
s1, digging steps (6) on an existing embankment slope (5), wherein the width of each step (6) is not more than 1.5m, the height is 1.0m, and the steps are provided with 4% inward inclined slopes, so that a field is leveled, a jet grouting pile (4) is constructed according to preset pile diameter, pile spacing and pile length in a design treatment range, a slope soil body is reinforced, the foundation bearing capacity of a newly built cantilever type retaining wall (2) is improved, the soil body integrity behind the wall of the existing cantilever type retaining wall (1) is enhanced, and the wall back soil pressure of the existing cantilever type retaining wall (1) is reduced;
s2, binding a bottom plate and wall body steel bars of the newly-built cantilever retaining wall (2), erecting a template, pouring wall body and bottom plate concrete to form the newly-built cantilever retaining wall (2), wherein the pouring is completed once when the pouring is completed, if the pouring is interrupted, the secondary pouring is carried out, the firm bonding between the newly-poured concrete and the poured concrete must be ensured when the secondary pouring is carried out, the size and the position of a tenon (2 d) cannot be changed, and the tongue-and-groove concrete of the tenon (2 d) and the bottom plate concrete are poured simultaneously;
s3, arranging a cable-stayed pre-stressing anchor cable (3) at a position which is not less than 0.5m away from the top of the existing cantilever type retaining wall (1), wherein the lower end of the cable-stayed pre-stressing anchor cable (3) is anchored in the existing embankment stabilized rock soil body, the upper end of the cable-stayed pre-stressing anchor cable (3) is connected with the top of the existing cantilever type retaining wall (1), and an included angle is formed between the cable-stayed pre-stressing anchor cable (3) and a horizontal plane (10)θ；
S4, when the wall body concrete strength of the newly-built cantilever type retaining wall (2) reaches 70% of the design strength, filling after the wall is filled in layers, reserving settlement when the height of the newly-built cantilever type retaining wall (2) exceeds the road shoulder (15) by 0.5m, tamping filling by a small machine tool when backfilling the wall back of the newly-built cantilever type retaining wall (2), wherein the overlapping between tamping filling is not less than 1/3 of the tamping bottom width, tamping is started from a low position, backfilling and tamping are carried out in layers, and the backfilling thickness of each layer is not more than 0.3m and the compactness meets the design requirement.
2. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: and (3) a test pile is firstly arranged before the construction of the jet grouting pile (4) in the step (S1), reasonable jet grouting parameters and slurry proportion are determined, the rotation and lifting of the drill rod are continuous, pile breakage is avoided, quality inspection is carried out according to relevant specifications after the construction is finished, and the bearing capacity of the foundation is ensured to meet the design requirement.
3. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: and (3) removing a pile head of 0.5m after the construction of the jet grouting pile (4) in the step (S1), rolling and leveling, paving a cushion layer, pouring a C25 concrete cushion layer with the thickness of 10cm, and leveling to serve as a reinforcing steel bar binding operation surface of the newly-built cantilever retaining wall (2).
4. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: and S2, pouring the wall body in the step of construction in a segmented manner, wherein the segmented length is not more than 10m.
5. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: the wall body of the newly-built cantilever retaining wall (2) is provided with expansion joints (7) at intervals of 10m along the line direction, the width of the joints is 0.02m, asphalt hemp bars are stuffed along the top, the inner and the outer layers of the walls in the joints, and the depth is not less than 0.2m.
6. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: the novel cantilever retaining wall (2) is characterized in that a drain hole is formed in the wall body of the novel cantilever retaining wall (2) at a certain distance from the wall top every 2m, and a PVC plastic drain pipe (8) with the diameter of 10cm is embedded in the drain hole.
7. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: and a bagged sand pebble-sandwiched reverse filtering layer (9) with the thickness of 0.3m is paved behind the newly-built cantilever retaining wall (2).
8. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: the cable-stayed prestressed anchor cable (3) consists of a fastening head, a free section and an anchoring section, wherein the fastening head consists of a cement anchor pier (11), a steel backing plate (12) and an anchorage device (13), and the cable-stayed prestressed anchor cable (3) adopts 4-8 strands of steel strands.
9. The method for realizing the embankment width of the existing-newly built combined cantilever retaining wall according to claim 1, wherein the method comprises the following steps: anchor cable holes (14) corresponding to the cable-stayed prestressed anchor cables (3) are drilled and arranged at intervals along the line direction at the position, which is not smaller than 0.5m away from the top of the wall top, of the existing cantilever type retaining wall (1).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210047110.8A CN114482118B (en) | 2022-01-17 | 2022-01-17 | Method for realizing embankment width by existing-newly-built combined cantilever retaining wall |
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| CN202210047110.8A CN114482118B (en) | 2022-01-17 | 2022-01-17 | Method for realizing embankment width by existing-newly-built combined cantilever retaining wall |
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| CN114482118B true CN114482118B (en) | 2024-03-26 |
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Citations (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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