CN115198775A - Filling area prestress anchor-pull type pile-plate wall and construction method thereof - Google Patents
Filling area prestress anchor-pull type pile-plate wall and construction method thereof Download PDFInfo
- Publication number
- CN115198775A CN115198775A CN202210972096.2A CN202210972096A CN115198775A CN 115198775 A CN115198775 A CN 115198775A CN 202210972096 A CN202210972096 A CN 202210972096A CN 115198775 A CN115198775 A CN 115198775A
- Authority
- CN
- China
- Prior art keywords
- anchor cable
- anchor
- backfill
- reinforced concrete
- piles
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/205—Securing of slopes or inclines with modular blocks, e.g. pre-fabricated
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- 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
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
-
- 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
- E02D29/0266—Retaining or protecting walls characterised by constructional features made up of preformed elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- 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
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/04—Pipes or fittings specially adapted to sewers
- E03F3/046—Open sewage channels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Health & Medical Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Public Health (AREA)
- Water Supply & Treatment (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention relates to a pre-stressed anchor-pull type pile plate wall in a filling area, which comprises a slope body, piles, crown beams, a soil retaining plate and anchor cables, wherein the slope body is provided with a step-shaped excavation surface, anchor cable pore passages are embedded into the piles at intervals along the length direction of the piles, reinforcing steel bars are embedded into the piles at intervals along the length direction of the piles, the piles are arranged on the front side of the step-shaped excavation surface, the crown beams are arranged on the pile top, and the soil retaining plate is hung on the pile side; according to the invention, the reinforced concrete beams are adopted to protect the anchor cables in the backfill region, and the reinforced concrete beams bear the vertical load of the backfill soil body, so that the anchor cables cannot settle along with the consolidation and settlement of the backfill soil body, and the anchor cables are prevented from deforming and breaking when the stress exceeds an allowable value due to overlarge settlement of the backfill soil body.
Description
Technical Field
The invention relates to a pre-stressed anchor-pull type pile-plate wall in a filling area and a construction method thereof.
Background
The method comprises the steps of constructing piles in a half-fill and half-dig area, reserving anchor cable pore passages on the piles, hanging retaining plates among the piles, filling soil, backfilling and compacting to the position of a first row of anchor cables, constructing a first anchor cable and applying prestress, hanging the retaining plates among the piles, backfilling and compacting to the position of a second anchor cable, constructing a second anchor cable and applying prestress, and repeating the procedures of hanging plates, backfilling soil bodies and constructing anchor cables until the top of the pile plate wall.
The disadvantages mentioned above are: when the prestressed anchor-pulling type pile plate wall is applied to a filling area, part of the anchor cable is located in the filling area, after the lower anchor cable is constructed, soil body needs to be continuously backfilled at the position above the anchor cable, mechanical layered filling compaction is adopted, if the backfilling soil compaction degree is insufficient, the lower soil body is subjected to larger consolidation settlement under the continuous loading action of the upper load, the anchor cable is subjected to settlement deformation along with the settlement of the soil body due to small lateral rigidity of the anchor cable, the stress of the anchor cable is increased along with the deformation of the anchor cable, when the stress and the deformation of the anchor cable exceed the material limit, the anchor cable is broken, the stress system of the whole pile plate wall is changed by the broken anchor cable, and the strength of the whole pile plate wall is damaged.
Disclosure of Invention
The invention aims to provide a prestressed anchor-pulling type pile plate wall in a filling area.
The second purpose of the invention is to provide a construction method of the prestressed anchor-pull type pile plate wall in the filling area.
The first object of the present invention is achieved by:
the pre-stressed anchor-pull type pile plate wall in the filling area comprises a slope body, piles, crown beams, soil retaining plates and anchor cables, wherein the slope body is provided with a step-shaped excavation surface, anchor cable pore passages are embedded in the piles at intervals along the length direction of the piles, reinforcing steel bars are embedded in the piles at intervals along the length direction of the piles, the piles are arranged on the front side of the step-shaped excavation surface, the crown beams are arranged on the pile tops, and the soil retaining plates are hung on the pile sides;
ground between retaining plate and the slope body step form excavation face and step form excavation face surface lay graded sand rubble, and graded sand rubble bottom interval 2m-3m is pre-buried has the tubular infiltration ditch of intercommunication escape canal, and graded sand rubble surface covering has geotechnological cloth, and compaction backfill is backfilled to the upper strata of geotechnological cloth, until the elevation that the backfill is higher than first anchor rope pore, pour first reinforced concrete roof beam and will indulge in muscle and the pile body embedded steel bar connection in the backfill, first reinforced concrete roof beam is opened has first anchor rope passageway, the anchor rope passes first anchor rope pore and first anchor rope passageway anchor in proper order in the original state slope.
The step-shaped excavation face is paved with graded sand macadam on the surface, the graded macadam is paved with geotextile on the surface, backfill compaction backfill soil is continuously backfilled on backfill soil between the geotextile and a retaining plate until the backfill soil is higher than the elevation of a second anchor cable pore passage, a second reinforced concrete beam is poured in the backfill soil and longitudinal bars are connected with embedded bars in a pile body, a second anchor cable channel is formed in the second reinforced concrete beam, the anchor cable sequentially penetrates through the second anchor cable pore passage and the second anchor cable channel to be anchored in an original slope body, a buttress is arranged on a step of the step-shaped excavation face, the top of the buttress is abutted against the next reinforced concrete beam, and the process is repeated until the position of 0.5m lower than the slope top is paved with a waterproof composite geomembrane and the backfill soil is backfilled to the slope top.
According to the invention, the reinforced concrete beams are adopted to protect the anchor cable in the backfill region, and the reinforced concrete beams bear the vertical load of the backfill soil body, so that the anchor cable cannot settle along with the consolidation and settlement of the backfill soil body, and the anchor cable is prevented from deforming and breaking when the stress exceeds an allowable value due to overlarge settlement of the backfill soil body.
According to the invention, the reinforced concrete beam outside the anchor cable is provided with the masonry or brick buttress beyond a certain span, so that the section of the reinforced concrete beam is effectively reduced, and the deflection deformation of the reinforced concrete beam when the reinforced concrete beam bears vertical soil pressure is effectively controlled.
According to the invention, the waterproof composite geomembrane is arranged on the top of the slope, so that rainfall infiltration can be effectively prevented, graded sand and crushed stone are arranged between the original-state slope body and the backfilled soil body, and after geotextile is coated on the slope body, the water body behind the pile plate wall is quickly drained into the drainage ditch through the footer type infiltration ditch, so that a weak zone can be prevented from being formed at the interface of the original-state slope body and the backfilling area, and the problem that a drainage hole of a common retaining wall basically does not drain water is effectively solved.
The second object of the present invention is achieved by:
a construction method of a pre-stressed anchor-pull type pile plate wall in a filling area comprises the following steps,
the method comprises the following steps: embedding anchor cable pore canals and embedded steel bars in piles according to design requirements, arranging the piles at one side of a slope body, arranging crown beams at pile tops, and engaging soil blocking plates at the pile sides until the strength of the piles and the crown beams meets the requirements;
step two: the method comprises the steps that a slope body is trimmed to form a step-shaped excavation surface, graded sand broken stones are laid on the ground between a soil retaining plate and the step-shaped excavation surface of the slope body and on the surface of the step-shaped excavation surface, tubular seepage ditches are buried at the intervals of 2m-3m in the bottom surfaces of the graded sand broken stones and communicated with drainage ditches, geotechnical cloth covers the surfaces of the graded sand broken stones, backfill and compact backfill soil is filled on the geotechnical cloth in a layered mode until the backfill soil is higher than the elevation of a first anchor cable pore passage, formwork supporting grooves are formed in the backfill soil, longitudinal ribs are arranged in the formwork supporting grooves and welded with corresponding embedded steel bars, concrete is poured into the formwork supporting grooves to form a first reinforced concrete beam, and the first reinforced concrete beam is provided with a first anchor cable passage;
step three: utilizing construction machinery to enable a drill rod to penetrate through a first anchor cable pore passage and a first anchor cable channel to enter a slope body to form a hole and perform grouting to form a first anchor cable, stretching after the strength of the first anchor cable meets the requirement, enabling one end of the first anchor cable to be anchored in the slope body, and enabling the other end of the first anchor cable to extend out of a retaining wall to be connected with an anchor head;
step four: the step-shaped excavation surface is higher than a buttress of a step masonry rubble masonry of the first anchor cable to the bottom of the second reinforced concrete beam, and the buttress upwards supports the second reinforced concrete beam;
step five: the method comprises the following steps that a slope body is used for finishing a step-shaped excavation surface, graded sand and gravel are laid on the surface of the step-shaped excavation surface, geotechnical cloth is laid on the surface of the graded gravel, backfill and compacted are continuously backfilled on backfill between the geotechnical cloth and a retaining plate until the elevation of the backfill is higher than that of a second anchor cable pore passage, a supporting mold groove is dug in the backfill, longitudinal ribs are arranged in the supporting mold groove, the longitudinal ribs are welded with corresponding embedded steel bars, concrete is poured into the supporting mold groove to form a second reinforced concrete beam, and the second reinforced concrete beam is provided with a first anchor cable passage;
step six: utilizing construction machinery to enable a drill rod to penetrate through a second anchor cable hole channel and a second anchor cable channel to enter a slope body to form a hole and perform grouting to form a second anchor cable, stretching after the strength of the second anchor cable meets the requirement, enabling one end of the second anchor cable to be anchored on the slope body, and enabling the other end of the second anchor cable to extend out of a retaining wall to be connected with an anchor head;
step seven: the step-shaped excavation surface is higher than a buttress of a step masonry rubble masonry of the second anchor cable to the bottom of the third reinforced concrete beam, and the buttress upwards supports the third reinforced concrete beam;
step eight: repeating the fifth step, the sixth step and the seventh step until the construction reaches 0.5m below the road surface of the top of the wall, laying a waterproof composite geomembrane, and compacting the backfilled soil to the top of the slope;
step nine: and after the stress of the anchor cable is monitored and part of the anchor cable is redrawn, and after the stress change of the anchor cable is stable, performing anchor sealing construction on the anchor head.
According to the invention, the reinforced concrete beams are adopted to protect the anchor cables in the backfill region, and the reinforced concrete beams bear the vertical load of the backfill soil body, so that the anchor cables cannot settle along with the consolidation and settlement of the backfill soil body, and the anchor cables are prevented from deforming and breaking when the stress exceeds an allowable value due to overlarge settlement of the backfill soil body.
According to the invention, the reinforced concrete beam outside the anchor cable is provided with the grouted stones or the brick buttresses over a certain span, so that the section of the reinforced concrete beam is effectively reduced, and the deflection deformation of the reinforced concrete beam when the reinforced concrete beam bears vertical soil pressure is effectively controlled.
According to the invention, the waterproof composite geomembrane is arranged on the top of the slope, so that rainfall infiltration can be effectively prevented, graded sand and crushed stone are arranged between the original-state slope body and the backfilled soil body, and after geotextile is coated on the slope body, the water body behind the pile plate wall is quickly drained into the drainage ditch through the footer type infiltration ditch, so that a weak zone can be prevented from being formed at the interface of the original-state slope body and the backfilling area, and the problem that a drainage hole of a common retaining wall basically does not drain water is effectively solved.
The second object of the invention can also be solved by the following technical measures:
furthermore, the part of the anchor cable entering the slope body is an anchoring section, the part of the anchor cable in the anchor cable hole and the anchor cable channel is a free section, and the anchoring section and the free section are provided with anticorrosive coatings.
The invention has the following beneficial effects:
according to the invention, the reinforced concrete beams are adopted to protect the anchor cable in the backfill region, and the reinforced concrete beams bear the vertical load of the backfill soil body, so that the anchor cable cannot settle along with the consolidation and settlement of the backfill soil body, and the anchor cable is prevented from deforming and breaking when the stress exceeds an allowable value due to overlarge settlement of the backfill soil body.
According to the invention, the reinforced concrete beam outside the anchor cable is provided with the grouted stones or the brick buttresses over a certain span, so that the section of the reinforced concrete beam is effectively reduced, and the deflection deformation of the reinforced concrete beam when the reinforced concrete beam bears vertical soil pressure is effectively controlled.
According to the invention, the waterproof composite geomembrane is arranged on the top of the slope, so that rainfall infiltration can be effectively prevented, graded sand and crushed stone are arranged between the original-state slope body and the backfilled soil body, and after geotextile is coated on the slope body, the water body behind the pile plate wall is quickly drained into the drainage ditch through the footer type infiltration ditch, so that a weak zone can be prevented from being formed at the interface of the original-state slope body and the backfilling area, and the problem that a drainage hole of a common retaining wall basically does not drain water is effectively solved.
Drawings
Fig. 1 is a schematic structural view of the prestressed anchor-pull type pile slab wall of the invention.
Fig. 2 isbase:Sub>A sectional viewbase:Sub>A-base:Sub>A of fig. 1.
Fig. 3 is a schematic view of connection of a reinforced concrete beam, a pile and an anchor cable in the prestressed anchor-pulling type pile-slab wall.
Fig. 4 is a schematic view of a reinforced concrete beam in the prestressed anchorage-pulling type pile-slab wall according to the present invention.
Detailed Description
The invention is further described with reference to the following figures and examples:
in the embodiment, as shown in fig. 1 to 4, the prestressed anchor-pulling type pile plate wall in the filling area comprises a slope body 5, piles 1, crown beams 2, soil retaining plates 4 and anchor ropes 14, wherein the slope body 5 is provided with a step-shaped excavation surface 6, the piles 1 are embedded with anchor rope holes 3 at intervals along the length direction of the piles and embedded with reinforcing steel bars 20 at intervals along the length direction of the piles, the piles 1 are arranged on the front side of the step-shaped excavation surface 6, the crown beams 2 are arranged at the tops of the piles 1, and the soil retaining plates 4 are hung on the side edges of the piles 1.
Graded sand gravel 8 is laid on the ground 7 between the soil retaining plate 4 and the step-shaped excavation surface 6 of the slope body 5 and the surface of the step-shaped excavation surface 6, and tubular seepage ditches 9 communicated with drainage ditches 10 are pre-buried in the graded sand gravel 8 at intervals of 2m-3 m. 8 surface coverings of gradation sand rubble have geotechnological cloth 11, and compaction backfill 12 is backfilled to layering on the geotechnological cloth 11, until backfill 12 is higher than first anchor rope pore 3's elevation, pour second way reinforced concrete roof beam 13 and will indulge in muscle 21 and the pile body embedded bar 20 and be connected in the backfill 12, first way reinforced concrete roof beam 13 is opened has first anchor rope passageway 19, anchor rope 14 passes first anchor rope pore 3 and first anchor rope passageway 19 anchor in the slope 5 in proper order.
The step of the step-shaped excavation surface 6 is paved with graded sand crushed stones 8, the surface of the graded crushed stones 8 is paved with geotextile 11, backfill soil 12 is continuously backfilled and compacted on backfill soil 12 between the geotextile 11 and the soil retaining plate 4 until the backfill soil 12 is higher than the elevation of the second anchor cable pore canal 3, the backfill soil 12 is poured with a second reinforced concrete beam 13, longitudinal ribs 21 are connected with embedded steel bars 20 in a pile body, the second reinforced concrete beam 13 is provided with a second anchor cable channel 19, the anchor cable 14 sequentially penetrates through the second anchor cable pore canal 3 and the second anchor cable channel 19 and is anchored in an original slope body 5, meanwhile, the step of the step-shaped excavation surface 6 is provided with a support pier 16, the top of the support pier 16 abuts against the next reinforced concrete beam 13, and the rest is done in such a way, a waterproof composite geomembrane 17 is paved at a position 0.5m lower than the slope top, and the backfill soil 12 is backfilled to the slope top 18.
A construction method of a prestressed anchor-pull type pile 1 plate wall in a filling area is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
the method comprises the following steps: the pile 1 is embedded with an anchor cable pore passage 3 and embedded steel bars 20 according to design requirements, the pile 1 is arranged on one side of a slope body 5, a top beam 2 is arranged on the top of the pile 1, and a soil retaining plate 4 is hung on the side of the pile 1 until the strength of the pile 1 and the strength of the top beam 2 meet the requirements.
Step two: the method comprises the steps that a slope body 5 is trimmed to form a step-shaped excavation surface 6, graded sand broken stones 8 are laid on the ground 7 between a soil retaining plate 4 and the step-shaped excavation surface 6 of the slope body 5 and the surface of the step-shaped excavation surface 6, tubular seepage ditches 9 are buried at intervals of 2m-3m at the bottom surfaces of the graded sand broken stones 8, the tubular seepage ditches 9 are communicated with a drainage ditch 10, the surfaces of the graded sand broken stones 8 are covered with geotextile 11, backfill soil 12 is filled and compacted on the geotextile 11 in a layered mode until the backfill soil 12 is higher than the elevation of a first anchor rope hole 3, a formwork supporting groove is dug in the backfill soil 12, longitudinal ribs 21 are arranged in the formwork supporting groove, the longitudinal ribs 21 are welded with corresponding embedded steel bars 20, concrete is poured into the formwork supporting groove to form a first reinforced concrete beam 13, and the first anchor rope channel 19 is formed in the first reinforced concrete beam 13.
Step three: and (3) making a drill rod pass through the first anchor cable pore channel 3 and the first anchor cable channel 19 to enter the slope body 5 to form a hole and perform grouting to form a first anchor cable 14 by using construction machinery, stretching after the strength of the first anchor cable 14 meets the requirement, making one end of the first anchor cable 14 anchored in the slope body 5, and making the other end of the first anchor cable 14 extend out of the retaining wall to be connected with the anchor head 15.
Step four: the step-shaped excavation surface 6 is higher than a buttress 16 of a step masonry rubble masonry of the first anchor cable 14 to the bottom of the second reinforced concrete beam 13, and the buttress 16 supports the second reinforced concrete beam 13 upwards.
Step five: the slope body 5 is used for finishing a step-shaped excavation surface 6, graded sand crushed stones 8 are laid on the surface of the step-shaped excavation surface 6, geotechnical cloth 11 is laid on the surface of the graded crushed stones 8, backfill soil 12 is continuously backfilled and compacted on backfill soil 12 between the geotechnical cloth 11 and a soil retaining plate 4 until the elevation of the backfill soil 12 is higher than that of a second anchor cable hole passage 3, a formwork supporting groove is dug in the backfill soil 12, longitudinal ribs 21 are arranged in the formwork supporting groove, the longitudinal ribs 21 are welded with corresponding embedded steel bars 20, concrete is poured into the formwork supporting groove to form a second reinforced concrete beam 13, and the second reinforced concrete beam 13 is provided with a first anchor cable passage 19.
Step six: and (3) making the drill rod pass through the second anchor cable hole channel 3 and the second anchor cable channel 19 to enter the slope body 5 to form a hole and perform grouting to form a second anchor cable 14 by using construction machinery, stretching after the strength of the second anchor cable 14 meets the requirement, enabling one end of the second anchor cable 14 to be anchored in the slope body 5, and enabling the other end of the second anchor cable 14 to extend out of the retaining wall to be connected with an anchor head 15.
Step seven: the step-shaped excavation surface 6 is higher than the rest piers 16 of the step masonry rubble masonry of the second anchor cable 14 to the bottom of the third reinforced concrete beam 13, and the rest piers 16 upwards support the third reinforced concrete beam 13.
Step eight: and repeating the fifth step, the sixth step and the seventh step until the construction reaches 0.5m below the road surface of the top of the wall, then paving the waterproof composite geomembrane 17, and then compacting the backfilled soil 12 to the top of the slope 18.
Step nine: and after the stress of the anchor cable 14 is monitored and part of the anchor cable 14 is redrawn, and after the stress of the anchor cable 14 is changed stably, anchor sealing construction is carried out on the anchor head 15.
Further, the part of the anchor cable 14 entering the slope body 5 is an anchoring section, the part of the anchor cable 14 located in the anchor cable duct 3 and the anchor cable channel 19 is a free section, and the anchoring section and the free section are provided with an anticorrosive coating.
According to the prestressed anchor-pull type pile 1 plate wall, the anchor cables 14 in the backfill area are protected by the reinforced concrete beams 13, the reinforced concrete beams 13 bear the load of the backfill soil 12 on the upper portion, one ends of the reinforced concrete beams 13 are connected with the piles 1 through the steel bars, the other ends of the reinforced concrete beams are supported on an undisturbed soil platform, and the rest piers 16 can be arranged in the middle of the reinforced concrete beams 13 if the span is too large, so that the prestressed anchor-pull type pile can bear larger vertical load by means of smaller cross section size, the vertical deflection is smaller, the vertical deformation can be controlled within several millimeters, and the anchor cables 14 can be prevented from being subjected to vertical deformation due to insufficient compaction degree of the backfill soil 12, so that the anchor cables 14 are broken due to strength damage caused by deformation and overlarge stress.
According to the prestressed anchor-pull type pile 1 plate wall, the waterproof composite geomembrane 17 is paved on the top 18 of the slope about 1m above the ground, so that rainfall infiltration can be effectively prevented, and the influence of rainfall on the backfill 12 behind the pile 1 plate wall is reduced. Digging the surface of an original slope body 5 into a step shape, paving graded sand crushed stones 8, paving geotechnical cloth 11 on the graded sand crushed stones 8, infiltrating water bodies in a backfill soil 12 body and the original slope body 5 to a graded sand crushed layer under the action of gravity, and discharging the water bodies in the sand crushed layer to a front drainage ditch 10 of a retaining wall through a toe tubular infiltration ditch 9. The graded sand crushed stone 8 between the backfill soil 12 and the undisturbed slope 5 can rapidly infiltrate the water behind the pile 1 plate wall into the toe pipe type infiltration ditch 9 due to the large permeability coefficient, the pipe type infiltration ditch 9 has a larger diameter than a common drain hole, the permeability coefficient is large, the daily water output is large, the rapid drainage of underground water can be realized, and the problem that the common drain hole does not drain water basically is effectively solved.
Claims (3)
1. The utility model provides a fill district prestressing force anchor draws formula sheet pile wall, includes slope body, stake, crown beam, keeps off native board and anchor rope, its characterized in that: the slope body is provided with a step-shaped excavation surface, anchor cable pore canals are embedded into the piles at intervals along the length direction of the piles, reinforcing steel bars are embedded into the piles at intervals along the length direction of the piles, the piles are arranged on the front side of the step-shaped excavation surface, the crown beams are arranged on the tops of the piles, and the soil retaining plates are hung on the sides of the piles;
graded sand broken stones are laid on the ground between the soil retaining plate and the slope body step-shaped excavation surface and the step-shaped excavation surface, a tubular seepage ditch communicated with a drainage ditch is pre-buried at the interval of 2m-3m at the bottom of the graded sand broken stones, geotechnical cloth covers the surface of the graded sand broken stones, backfill and compacted backfill soil is filled on the geotechnical cloth in a layered mode until the elevation of the backfill soil is higher than that of a first anchor cable hole channel, a first reinforced concrete beam is poured in the backfill soil and is connected with longitudinal bars and pre-buried steel bars in a pile body, the first reinforced concrete beam is provided with a first anchor cable channel, and the anchor cable penetrates through the first anchor cable hole channel and the first anchor cable channel in sequence and is anchored in an original slope body;
graded sand gravel is laid on the surface of the step-shaped excavation face, geotechnical cloth is laid on the surface of the graded gravel, backfill compaction backfill is continuously carried out on backfill between the geotechnical cloth and a soil retaining plate until the backfill is higher than the elevation of a second anchor cable hole channel, a second reinforced concrete beam is poured in the backfill and is connected with longitudinal bars and embedded bars in a pile body, a second anchor cable channel is formed in the second reinforced concrete beam, the anchor cables sequentially penetrate the second anchor cable hole channel and the second anchor cable channel to be anchored in an original slope body, meanwhile, a step of the step-shaped excavation face is provided with a support pier, the top of the support pier abuts against the rear reinforced concrete beam, and the process is repeated until the position of 0.5m lower than the slope top is paved with a waterproof composite geomembrane and the backfill is carried out to the slope top.
2. A construction method of a pre-stressed anchor-pull type pile plate wall in a filling area is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
the method comprises the following steps: embedding anchor cable pore canals and embedded steel bars in piles according to design requirements, arranging the piles at one side of a slope body, arranging crown beams at pile tops, and engaging soil blocking plates at the pile sides until the strength of the piles and the crown beams meets the requirements;
step two: the method comprises the steps that a slope body is trimmed to form a step-shaped excavation surface, graded sand broken stones are laid on the ground between a soil retaining plate and the step-shaped excavation surface of the slope body and on the surface of the step-shaped excavation surface, tubular seepage ditches are buried at the intervals of 2m-3m in the bottom surfaces of the graded sand broken stones and communicated with drainage ditches, geotechnical cloth covers the surfaces of the graded sand broken stones, backfill and compact backfill soil is filled on the geotechnical cloth in a layered mode until the backfill soil is higher than the elevation of a first anchor cable pore passage, formwork supporting grooves are formed in the backfill soil, longitudinal ribs are arranged in the formwork supporting grooves and welded with corresponding embedded steel bars, concrete is poured into the formwork supporting grooves to form a first reinforced concrete beam, and the first reinforced concrete beam is provided with a first anchor cable passage;
step three: utilizing construction machinery to enable a drill rod to penetrate through a first anchor cable pore passage and a first anchor cable channel to enter a slope body to form a hole and perform grouting to form a first anchor cable, stretching after the strength of the first anchor cable meets the requirement, enabling one end of the first anchor cable to be anchored in the slope body, and enabling the other end of the first anchor cable to extend out of a retaining wall to be connected with an anchor head;
step four: the step-shaped excavation surface is higher than a buttress of a step masonry rubble masonry of the first anchor cable to the bottom of the second reinforced concrete beam, and the buttress upwards supports the second reinforced concrete beam;
step five: the method comprises the following steps that a slope body is used for finishing a step-shaped excavation surface, graded sand and gravel are laid on the surface of the step-shaped excavation surface, geotechnical cloth is laid on the surface of the graded gravel, backfill and compacted are continuously backfilled on backfill between the geotechnical cloth and a retaining plate until the elevation of the backfill is higher than that of a second anchor cable pore passage, a supporting mold groove is dug in the backfill, longitudinal ribs are arranged in the supporting mold groove, the longitudinal ribs are welded with corresponding embedded steel bars, concrete is poured into the supporting mold groove to form a second reinforced concrete beam, and the second reinforced concrete beam is provided with a first anchor cable passage;
step six: utilizing construction machinery to enable a drill rod to penetrate through a second anchor cable hole channel and a second anchor cable channel to enter a slope body to form a hole and perform grouting to form a second anchor cable, stretching after the strength of the second anchor cable meets the requirement, enabling one end of the second anchor cable to be anchored in the slope body, and enabling the other end of the second anchor cable to extend out of a retaining wall to be connected with an anchor head;
step seven: the step-shaped excavation surface is higher than a buttress of a step masonry rubble masonry of the second anchor cable to the bottom of the third reinforced concrete beam, and the buttress upwards supports the third reinforced concrete beam;
step eight: repeating the fifth step, the sixth step and the seventh step until the construction reaches 0.5m below the road surface of the top of the wall, laying a waterproof composite geomembrane, and compacting the backfilled soil to the top of the slope;
step nine: and (5) monitoring the stress of the anchor cable, redrawing part of the anchor cable, and performing anchor sealing construction on the anchor head after the stress of the anchor cable is stable.
3. The construction method of the pre-stressed anchor-pull type sheet-pile wall in the filling area according to claim 2, characterized in that: the part of the anchor cable entering the slope body is an anchoring section, the part of the anchor cable in the anchor cable hole and the anchor cable channel is a free section, and the anchoring section and the free section are provided with anticorrosive coatings.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210972096.2A CN115198775A (en) | 2022-08-13 | 2022-08-13 | Filling area prestress anchor-pull type pile-plate wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210972096.2A CN115198775A (en) | 2022-08-13 | 2022-08-13 | Filling area prestress anchor-pull type pile-plate wall and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115198775A true CN115198775A (en) | 2022-10-18 |
Family
ID=83586331
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210972096.2A Pending CN115198775A (en) | 2022-08-13 | 2022-08-13 | Filling area prestress anchor-pull type pile-plate wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115198775A (en) |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050082505A (en) * | 2004-02-19 | 2005-08-24 | 주식회사 스마텍엔지니어링 | Panel assembly type breast wall |
| CN101298780A (en) * | 2008-06-23 | 2008-11-05 | 云南省公路规划勘察设计院 | High and light anchorage cable pile panel wall and construction method thereof |
| CN103882884A (en) * | 2014-02-20 | 2014-06-25 | 长沙理工大学 | Anchor rope geogrid retaining structure and method for constructing same |
| CN105201011A (en) * | 2015-09-18 | 2015-12-30 | 山东大学 | Complex anchored-plate retaining wall and construction method thereof |
| CN109403321A (en) * | 2018-09-14 | 2019-03-01 | 中国人民解放军陆军勤务学院 | Construction method of filling slope prestressed anchor cable |
| CN111305257A (en) * | 2019-12-29 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Abrupt slope unloading type ultrahigh cantilever type retaining wall structure and construction method |
| CN111501796A (en) * | 2020-04-30 | 2020-08-07 | 浙江大学城市学院 | High embankment slope stabilizing structure and construction method |
| CN211447014U (en) * | 2019-11-29 | 2020-09-08 | 湖北锦天禹建设工程有限公司 | Reinforced retaining wall structure |
| CN211571780U (en) * | 2019-12-24 | 2020-09-25 | 张程 | Rib plate type retaining wall structure for combined support of anchor rods and anchor cables |
| CN112095380A (en) * | 2020-08-07 | 2020-12-18 | 广东盛瑞科技股份有限公司 | Layered filling method for light combined roadbed at steep slope section |
| CN114016544A (en) * | 2021-12-17 | 2022-02-08 | 石家庄铁道大学 | Multistage reinforced earth retaining wall structure and construction method |
-
2022
- 2022-08-13 CN CN202210972096.2A patent/CN115198775A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050082505A (en) * | 2004-02-19 | 2005-08-24 | 주식회사 스마텍엔지니어링 | Panel assembly type breast wall |
| CN101298780A (en) * | 2008-06-23 | 2008-11-05 | 云南省公路规划勘察设计院 | High and light anchorage cable pile panel wall and construction method thereof |
| CN103882884A (en) * | 2014-02-20 | 2014-06-25 | 长沙理工大学 | Anchor rope geogrid retaining structure and method for constructing same |
| CN105201011A (en) * | 2015-09-18 | 2015-12-30 | 山东大学 | Complex anchored-plate retaining wall and construction method thereof |
| CN109403321A (en) * | 2018-09-14 | 2019-03-01 | 中国人民解放军陆军勤务学院 | Construction method of filling slope prestressed anchor cable |
| CN211447014U (en) * | 2019-11-29 | 2020-09-08 | 湖北锦天禹建设工程有限公司 | Reinforced retaining wall structure |
| CN211571780U (en) * | 2019-12-24 | 2020-09-25 | 张程 | Rib plate type retaining wall structure for combined support of anchor rods and anchor cables |
| CN111305257A (en) * | 2019-12-29 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Abrupt slope unloading type ultrahigh cantilever type retaining wall structure and construction method |
| CN111501796A (en) * | 2020-04-30 | 2020-08-07 | 浙江大学城市学院 | High embankment slope stabilizing structure and construction method |
| CN112095380A (en) * | 2020-08-07 | 2020-12-18 | 广东盛瑞科技股份有限公司 | Layered filling method for light combined roadbed at steep slope section |
| CN114016544A (en) * | 2021-12-17 | 2022-02-08 | 石家庄铁道大学 | Multistage reinforced earth retaining wall structure and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103410167B (en) | Three-dimensional reinforced rigid-soft composite ecological retaining wall and construction method | |
| CN204059124U (en) | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure | |
| CN210315102U (en) | Slope protection reinforced roadbed structure of composite ecological decoration panel | |
| CN109750571B (en) | Road collapse emergency and permanent retaining integrated structure and construction method | |
| CN109750681B (en) | Filling side slope frame micro-tensioning support anchor plate supporting structure and construction method thereof | |
| CN110397050B (en) | Beam-anchor type light drainage retaining wall and construction method thereof | |
| CN203429660U (en) | Stereo stiffened rigid-flexible combined ecological retaining wall | |
| CN211080202U (en) | Go up to stride and plan to build tunnel utility tunnel protection architecture in advance | |
| CN105804007A (en) | Reinforced soil bank wall structure based on beach soft foundation | |
| CN212714828U (en) | Rubbish heap body soil and rock retaining dam reinforcing system | |
| CN109440812B (en) | Retaining wall structure and construction method thereof | |
| CN209873479U (en) | Bridgehead filling embankment structure on soft foundation | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN112227391B (en) | Ecological steel sheet pile island-building cofferdam and construction method | |
| CN107100179B (en) | Light combined retaining structure and method for treating large-range high-fill slope engineering | |
| KR100406874B1 (en) | Repairing method of earth-fill dam | |
| CN102493485A (en) | Method for building slope protection retaining wall during filling | |
| CN110805049B (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN108677999B (en) | Silt bagged soil retaining wall structure and construction method | |
| CN215165533U (en) | Anchoring structure for side slope of solid waste landfill | |
| CN115198775A (en) | Filling area prestress anchor-pull type pile-plate wall and construction method thereof | |
| CN213476933U (en) | Ecological steel sheet pile island-building cofferdam structure | |
| CN210975403U (en) | Treatment structure of high water level soft soil bridgehead roadbed | |
| CN211446971U (en) | Combined supporting structure for fissure development rock slope | |
| CN211815255U (en) | Rock mass abrupt slope road structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |