CN114541429B - Multistage slope-pasting loess high-fill slope protection treatment system - Google Patents
Multistage slope-pasting loess high-fill slope protection treatment system Download PDFInfo
- Publication number
- CN114541429B CN114541429B CN202210205515.XA CN202210205515A CN114541429B CN 114541429 B CN114541429 B CN 114541429B CN 202210205515 A CN202210205515 A CN 202210205515A CN 114541429 B CN114541429 B CN 114541429B
- Authority
- CN
- China
- Prior art keywords
- slope
- pile
- soil
- construction
- geogrid
- 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.)
- Active
Links
- 239000002689 soil Substances 0.000 claims abstract description 78
- 238000010276 construction Methods 0.000 claims abstract description 73
- 238000000034 method Methods 0.000 claims abstract description 43
- 238000005056 compaction Methods 0.000 claims abstract description 21
- 230000002787 reinforcement Effects 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 21
- 230000008569 process Effects 0.000 claims description 18
- 238000009412 basement excavation Methods 0.000 claims description 17
- 238000005096 rolling process Methods 0.000 claims description 15
- 238000004873 anchoring Methods 0.000 claims description 12
- 238000004140 cleaning Methods 0.000 claims description 12
- 238000004519 manufacturing process Methods 0.000 claims description 12
- 238000013461 design Methods 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 8
- 239000004575 stone Substances 0.000 claims description 8
- 244000025254 Cannabis sativa Species 0.000 claims description 7
- 239000004746 geotextile Substances 0.000 claims description 6
- 238000002360 preparation method Methods 0.000 claims description 6
- 239000000945 filler Substances 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 3
- 238000007667 floating Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000013049 sediment Substances 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims description 3
- 230000007704 transition Effects 0.000 claims description 3
- 230000037303 wrinkles Effects 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 2
- 238000005086 pumping Methods 0.000 claims description 2
- 238000003892 spreading Methods 0.000 claims description 2
- 230000007480 spreading Effects 0.000 claims description 2
- 238000004062 sedimentation Methods 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 31
- 230000000694 effects Effects 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 238000007689 inspection Methods 0.000 description 3
- 238000005457 optimization Methods 0.000 description 3
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 2
- 235000011941 Tilia x europaea Nutrition 0.000 description 2
- 230000002411 adverse Effects 0.000 description 2
- 239000004571 lime Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012856 packing Methods 0.000 description 2
- -1 thickness Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
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
- 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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0084—Geogrids
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/40—Miscellaneous comprising stabilising elements
-
- 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
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention relates to the technical field of geotechnical engineering and discloses a multistage slope-pasting loess high-fill slope protection and treatment system. The invention also discloses a construction method of the protection and treatment system. The protection and treatment system solves the problems that the reinforcement depth is insufficient and the geogrid does not participate in the whole slope anti-slip by the traditional dynamic compaction method, and can effectively control the sedimentation of the soil body filled in the slope. The construction difficulty is small, and the method is easy to realize.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a multistage slope-pasting loess high-fill slope protection and treatment system.
Background
The vast northern areas of China deposit extremely thick loess strata, and the loess structure has good strength and high upright property. Huge loess landform landscapes often have natural slopes of up to hundred meters and steep slopes. Under the general condition, the soft soil body of the original slope is generally scattered at the lower part of the loess abrupt bank, the slope feet of the slope, the two sides of the gully and the like, and is often positioned at the position with larger deformation change of the filling area, and the part of the soft soil body has a loose structure and has adverse effect on the stability of the future filling slope.
Prior studies indicate that the original slope is treated without considering the overall stability, but when the original slope has a loose structure and a landslide body, the loose landslide body is treated. Digging out and rolling nearby when the loose body is smaller in scale; when the scale of the loose body is larger but in the depth range of dynamic compaction treatment, the dynamic compaction treatment is adopted. However, if the original slope has a large-scale ancient landslide body, the treatment depth of the foundation is relatively large, the actual situation needs to be considered, and the solution is researched.
The loess filled slope stability treatment methods are numerous, and mainly comprise methods of filler optimization, support structure optimization, slope protection and the like. The filler optimization is a very effective method for the protection and treatment of the filling slope, but the method is time-consuming and labor-consuming and is not suitable for large-scale filling engineering. The support structure has higher operation difficulty and the improvement effect is not obvious compared with the traditional support structure. The slope protection technology has a plurality of methods and mainly aims at protecting the slope of the slope. However, this measure does not have an effective resistance to potential deep sliding in the fill slope engineering, and in particular does not have any reinforcing effect on the weak fill interface. The filling amount of the slope-pasting type slope is smaller than that of the common filling slope with the same scale, the contribution of the filling weight to the slope stability is smaller, and loess has water sensitivity, so the stability problem of the slope-pasting type loess filling slope is a difficulty of engineering all the time.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a multistage slope pasting loess high filling slope protection and treatment system.
In order to achieve the above purpose, the invention relates to a multistage slope pasting type loess high filling slope protection and treatment system, which adopts the following technical scheme:
The utility model provides a multistage slope loess high fill side slope protection treatment system that pastes, includes original slope, the slope lower part of original slope is provided with the slide-resistant stake, and original slope weak soil layer below is provided with the crowded close stake of lime soil, and the slope fills the interface and sets up anti-slip bond, sets up geogrid in the backfill in-process and adds the muscle to the backfill side slope, geogrid and anti-slip bond are connected through anti-package roof beam, and the slope of filling adopts multistage slope that puts, multistage slope that puts forms a plurality of secondary side slopes through the platform that sets up different width, the position that geogrid set up should be in secondary side slope toe department, the platform width that the position at the biggest difference in height middle part of side slope set up is greater than other platforms.
Preferably, the anti-slip key adopts a precast pile or a filling pile, after the construction of the anti-slip key is completed, a reverse wrapping beam is arranged on one side close to a slope, and when the geogrid is paved to the anti-slip key position, the reverse wrapping beam of the anti-slip key is reversely wrapped; after the completion, the reverse-wrapping beam and the geogrid are fixed by U-shaped steel bars.
The invention also relates to a construction method of a multistage slope-pasting loess high fill slope protection and treatment system, which comprises the following steps:
s1, pre-reinforcing an anti-slide pile on an original slope
The construction process of the slide-resistant pile comprises the following steps: preparing construction, measuring and lofting, leveling a pile hole site, constructing a locking plate, excavating in sections, constructing a section protecting wall, manufacturing a reinforcement cage, hoisting and pouring concrete;
s2, blind ditch construction
S3, original slope foundation treatment
According to the soil property of the original slope, taking the gray soil compaction pile as a treatment mode to carry out foundation treatment on a soft soil area of the original slope; or directly removing the upper covering floating soil on the side slope, then directly carrying out subsequent construction, cutting off the steep bank and setting an anti-slip step;
S4, anti-skid key installation
The anti-slip keys are precast piles or cast-in-place piles, the anti-slip keys are required to be coincident with the gravity direction, the same row of anti-slip keys are required to be aligned, and further arrangement of the anti-wrapping beam is ensured;
after the construction of the anti-skid key is completed, a reverse wrapping beam is arranged on one side close to the slope;
S5, filling construction
Filling and rolling a slope-pasting layered soil body of an original slope to ensure the compactness and form a multistage slope-pasting loess high filling slope;
S6, construction of geogrid
The construction process of the geogrid comprises the following steps: detecting and cleaning a lower bearing layer; manually paving geogrid, lapping, binding, fixing, paving upper layer filling soil, reversely wrapping geogrid, rolling and detecting, repeatedly paving layer by layer along with the layered backfilling process;
S7, three-dimensional net grass planting
S8, drainage engineering construction, wherein the drainage engineering comprises a rapid trough and a drainage ditch.
Further, the construction process of the slide-resistant pile specifically comprises the following steps:
11 Preparation for construction, measurement and lofting;
12 Leveling the pile hole site: leveling the ground of an orifice, making water interception and seepage prevention work on the ground surface of a pile area, building a soil ridge on the ground of the orifice, arranging a fence and an orifice cover cap on the orifice, and arranging a rain shelter on the orifice if necessary;
13 Pile hole excavation: pile hole excavation adopts batch pile jumping excavation, two to three piles are excavated at intervals, and piles are poured in batches; digging pile holes in sections, making a locking disc and each section of retaining wall according to requirements, digging each section by 1.0m, immediately digging one section of retaining wall, pouring concrete on site, and ensuring that the retaining wall concrete does not invade the clearance of the pile section so as to ensure that the section size of the anti-skid pile meets the design requirements;
14 Hole cleaning: after the pile hole is dug to reach the designed depth, sediment and sundries at the bottom of the hole are removed; when the pile bottom is an inclined rock stratum, the pile bottom is chiseled into a horizontal shape or a step shape;
15 Manufacturing and hoisting a reinforcement cage: the anti-slide pile steel bars are prefabricated into steel bar cages which can be lapped in pile holes, and the lap joint cannot be arranged at soil-stone boundaries;
16 Concrete pouring.
Further, the blind ditch construction specifically comprises the following construction procedures:
21 Before blind ditch construction, firstly, cleaning the substrate, removing the surface weak covering layer to the bedrock surface, and backfilling with gravel;
22 Adopting water seepage geotextile as a reverse filtering layer, and straightening and smoothly clinging to the lower cushion layer; all longitudinal and transverse lap joints are alternately staggered, and the lap joint length is not less than 30cm; digging steps on two sides below a bedrock surface at the digging and filling juncture, backfilling 2m thick sand broken stone to form a rock-soil transition area, and connecting the lower part with a blind ditch for discharging spring water of a rock wall;
23 Geotextile is wrapped in the drainage blind ditch.
Further, the blind ditch keeps the original drainage path as far as possible, and the situation that a steep bank, a ditch, rocks and the like are encountered in construction is subjected to local treatment, so that the ditch body is complete and the water flow is smooth; in order to protect the constructed blind ditches, light compaction machinery is adopted for layered compaction within the range of 2m of width of two sides of the side line and 4m of thickness in the vertical direction.
Further, the cleaning of the foundation of the front site of the filling side slope comprises the following steps:
51 Removing the cultivated soil;
52 The ponding area at the bottom of the ditch is treated by adopting a drainage and drainage method according to different conditions, and a method of dredging out silt and throwing out stone blocks;
53 When earth is excavated, disturbance of a lower soil layer is avoided, and if accumulated water appears in an excavated area, drainage or open drainage is adopted for timely drainage.
Further, the fill slope operation requires:
1) Each layer of filling soil, thickness, water content of the soil, compaction degree and compaction machine are determined according to specifications, dry density after compaction is measured through strict inspection, and next layer of filling soil compaction work can be performed after the compaction coefficient is inspected to meet design requirements; general regional packing density requirements: the compactness is not less than 94%;
2) And the backfilling is carried out by layering, and the layering paving and rolling thickness is controlled to be not more than 0.5m.
Further, the construction process of the geogrid specifically includes:
61 Detecting and cleaning the lower bearing layer;
62 Artificial laying of geogrid: the geogrid is spliced longitudinally by a splicing method, the width of the geogrid is not less than 4 meters, and the splicing width is not less than 30cm;
63 On a flat and compacted field, the main stress direction of the grid is perpendicular to the trend direction of the side slope, and the grid is paved to be flat and has no wrinkles and is tensioned as much as possible; when a layer of soil is filled, before rolling, the grating should be tensioned again by manpower or machines, the strength is uniform, and the grating is in a stretching stress state in the soil;
64 When the geogrid is paved to the anti-slide key position, the anti-slide key anti-bag beam is reversely packaged; after the completion, fixing the reverse-wrapping beam and the geogrid by using U-shaped steel bars;
65 The area of the materials required by the reverse wrapping is reserved when the geogrid is paved near the slope, a reverse wrapping gunny bag is placed at the position near the slope before the soil filling is covered, and the reverse wrapping geogrid is fixed with the geogrid paved on the upper layer by using U-shaped steel bars;
66 When the grating is paved and positioned, the grating should be covered by filling soil in time, the exposure time is not more than 48 hours, or a line production method of paving and backfilling is adopted; firstly spreading filler at two ends, fixing the grille, and then pushing the grille to the middle part; the rolling sequence is that two sides are firstly and then the middle.
Preferably, the three-dimensional net is green, and the technical parameters are as follows: the thickness is more than or equal to 14mm, and the mass per unit area is more than or equal to 350g/m 2; the longitudinal and transverse tensile strength is more than or equal to 2KN/m, the lap joint width of the three-dimensional net is 10cm, and the peripheral edge is curled by 10-15 cm; the net hanging anchoring steel bar adopts an air drill to form holes, the hole diameter phi of the holes is 40mm, no. 30 mortar is injected for anchoring, the end heads of the anchoring steel bars are exposed out of the slope surface by 10cm, and the distance between the anchoring steel bars is 2.0m.
Preferably, the top of the slope adopts a three-dimensional net fixed by a buried ditch, and a three-dimensional net of the slope foot is buried in the filling soil of the platform; the three-dimensional net is fixed by adopting U-shaped nails, and is encrypted within the boundary range.
Preferably, the overall construction procedures of the rapid trough and the drainage ditch are as follows: construction preparation, positioning formwork support, trench excavation, reinforcement cage binding, manufacturing and concrete pouring.
Preferably, 50X 50cm tree pits are reserved on each stage of platform every 2m, and tree planting greening is carried out.
Compared with the prior art, the invention has the following beneficial effects:
(1) The system can effectively utilize the space, and broaden the field by pasting the slope filling from the original slope;
(2) The slope treatment solves the problem of insufficient reinforcement depth of the traditional dynamic compaction method; the filling slope treatment solves the problem that the geogrid does not participate in the whole slope anti-slip. The protection and treatment system adopts a multi-stage platform and reinforcement design, and changes a high and large side slope into a plurality of smaller secondary side slopes, so that the stabilizing effect of soil adhesion on the side slopes can be fully exerted. Most loess particles are particles and sticky particles, and the self cohesive force of the loess particles can be increased by the reinforcement, so that adverse effects caused by steep slope type of the multistage slope type slope can be counteracted;
(3) The structure of the combination of the anti-slip key and the geosynthetic material can effectively control the sedimentation of the slope filling soil body. The interface between the original slope and the filler can be regarded as an unavoidable artificial structural surface, which is a potential damage surface, and due to the difference of soil intensity properties at two sides of the interface, integral sliding damage can possibly occur along the interface under the influence of rainfall or ergonomic activities. Controlling the interface is therefore an effective way to enhance the stability of the filling slope. The invention provides a filling interface anti-slip structure formed by combining an anti-slip key and a geogrid. The structure can not only control the strength of the filling interface, but also form reliable connection between the geogrid and the original slope, and the sliding force of the filling body is transmitted into the deep soil body through the anti-sliding key, so that the integral strength of the interface is reinforced;
(4) According to the invention, the actual engineering situation is fully considered, if the original slope has a soft soil layer (such as landslide and other disasters, the original slope soft soil layer needs to be preprocessed, and an anti-slip step is arranged by removing a steep bank;
(5) The invention uses a plurality of simple and effective supporting measures, has small construction difficulty and is easy to realize.
Drawings
Other features, objects and advantages of the present invention will become more apparent upon reading of the detailed description of non-limiting embodiments, given with reference to the accompanying drawings in which:
FIG. 1 is a schematic illustration of a slope-type design fill land construction;
FIG. 2 is a schematic diagram of a multistage slope-attached loess high fill slope protection and treatment system;
FIG. 3 is a schematic view of the process when the original slope is poor in soil quality;
FIG. 4 is a schematic view of the process when the original slope soil is better;
FIG. 5 is a schematic view of a geogrid attachment;
FIG. 6 is a schematic view of the geogrid after the entire laying is completed;
The marks in the figure: 1-original slope, 2-filled soil body, 3-sidewalk, 4-traffic lane, 5-reverse wrapping beam, 6-slide-resistant pile, 7-slide-resistant key, 8-ash soil compaction pile, 9-drainage ditch, 10-U-shaped steel bar, 11-reverse wrapping gunny bag, 12-geogrid and 13-soft soil excavation line.
Detailed Description
The present invention will be described in detail with reference to specific examples. The following examples will assist those skilled in the art in further understanding the present invention, but are not intended to limit the invention in any way. It should be noted that variations and modifications could be made by those skilled in the art without departing from the inventive concept. These are all within the scope of the present invention.
To increase the construction land, a slope-pasting type design is adopted to fill the construction land, a filled soil body 2 is arranged beside an original slope 1, and a pavement 3 and a pavement 4 are generally arranged on the original slope 1 as shown in fig. 1. And pre-reinforcing the original slope by adopting an anti-slide pile, then starting subsequent construction, carrying out foundation treatment on the soft soil layer of the original slope by utilizing a lime soil compaction pile, and arranging an anti-slide key at the slope filling interface to prevent the slope from shearing out from the interface. And a large platform is arranged at the middle part of the maximum height difference of the side slope, a geogrid is arranged in the backfilling process to stiffen the backfill side slope and is connected with a pre-designed anti-slip key through a reverse wrapping beam, the geogrid is arranged at the toe part of the secondary side slope, and the number of geogrids in the local soil body below the platform can be properly reduced according to actual conditions.
As shown in fig. 2, the multi-stage slope-pasting loess high-fill slope protection and treatment system comprises an original slope, an anti-slide pile 6 is arranged at the lower part of a slope body of the original slope 1, an ash soil compaction pile 8 is arranged below a soft soil layer of the original slope, an anti-slide key 7 is arranged at a slope filling interface, a platform is arranged at the middle position of the maximum height difference of the slope, a geogrid 12 is arranged in the backfilling process to stiffen the backfill slope, the geogrid is connected with the anti-slide key through a reverse wrapping beam, the filled slope adopts a multi-stage slope, the multi-stage slope forms a plurality of secondary slopes (slopes between two adjacent platforms) by arranging platforms with different widths, the position of the geogrid is arranged at the position of the secondary slope toe, and the width of the platform arranged at the middle position of the maximum height difference of the slope is larger than that of other platforms, namely the platform arranged at the middle position of the maximum height difference of the slope is the maximum.
After the construction of the anti-slip key is finished, a reverse wrapping beam 5 is arranged on one side close to a slope, and when the geogrid is paved to the anti-slip key position, the reverse wrapping beam of the anti-slip key is reversely wrapped; after the completion, the reverse-wrapping beam and the geogrid are fixed by U-shaped steel bars.
The invention is realized according to the following procedures: construction preparation, anti-slide pile construction, blind ditch construction, original slope foundation treatment, anti-slide key installation, filling slope, geogrid construction, three-dimensional net grass planting and drainage engineering (greening engineering).
A construction method of a multistage slope-attached loess high fill slope protection and treatment system comprises the following steps:
S1, construction of slide-resistant piles
1) The overall construction procedure of the slide-resistant pile is as follows: preparing construction, measuring and lofting, leveling a pile hole site, constructing a locking plate, excavating in sections, constructing a section protecting wall, manufacturing a reinforcement cage, hoisting and pouring concrete; the construction organization is reinforced, the construction progress is quickened, and concrete is poured immediately after the pile hole is excavated.
2) Leveling the ground of an orifice, making water interception and seepage prevention work on the ground surface of a pile area, building a soil ridge with proper height on the ground of the orifice, arranging a fence and an orifice cover cap on the orifice, and arranging a rain shelter on the orifice if necessary;
3) Pile hole excavation adopts batch pile jumping excavation, two to three piles are excavated at intervals, and piles are poured in batches; the geological condition should be checked in the excavation, if the actual geological condition and design access are large, the design processing should be changed;
4) The pile hole should excavate by sections, make locking plate and each section of retaining wall according to the requirement, every section excavates 1.0m, excavate one section and should protect wall one section immediately, should pour concrete on the spot, should make the retaining wall concrete not invade the pile section clearance, in order to make the section size of the slide-resistant pile meet the design requirement;
5) After the pile hole is dug to reach the designed depth, sediment and sundries at the bottom of the hole are removed, inspection is carried out by reporting and supervision, the elevation of the pile bottom is checked and determined on site in combination with geological conditions, and the thickness of the back cover is ensured; when the pile bottom is an inclined rock stratum, the pile bottom is chiseled into a horizontal shape or a step shape;
6) The anti-slide pile steel bars are preferably prefabricated into cages, can be lapped in pile holes, and cannot be arranged at soil-stone boundaries. The requirements of rigidity and stability during transportation, hoisting, placement and pouring are met during manufacturing, and reinforcing steel bars are reinforced and welded or added when necessary. The connection of the stressed steel bars meets the requirements of design drawings. Before the reinforcement cage is protected, the section size of the pile hole should be checked.
S2, blind ditch construction
1) Before blind ditch construction, firstly, performing substrate cleaning work, removing a surface layer weak covering layer to a bedrock surface, and backfilling with well-graded gravel;
2) The water seepage geotextile is adopted as the reverse filtering layer, and the lower cushion layer is straightened and smoothly clung to the lower cushion layer. All longitudinal and transverse lap joints should be staggered alternately, and the lap length is not less than 30cm. And excavating steps on two sides below a bedrock surface at the excavation and filling juncture, backfilling sand and gravel with the thickness of 2m (2 m is that the outer edge of the steps horizontally extends into the ditch for 2 m), forming a rock-soil transition area, and connecting the lower part with a blind ditch for discharging spring water of a rock wall.
3) Geotextile is wrapped in the drainage blind ditch.
4) The blind drain maintains the original drainage path as much as possible. The method is used for carrying out local proper treatment on the conditions of steep ridges, ditches, rocks and the like in construction, so that the ditch body is complete and the water flow is smooth.
5) In order to protect the constructed blind ditches, light compaction machinery is adopted for layered compaction within the range of 2m of width of two sides of the side line and 4m of thickness in the vertical direction.
S3, original slope 1 foundation treatment
According to the slope investigation report, if the original slope has a weak soil layer such as an ancient landslide and the like, the foundation treatment is required to be carried out on the weak soil region, as shown in fig. 3, a treatment mode of taking a gray soil compaction pile as a treatment mode is adopted below a weak soil excavation line 13; if the original slope soil quality is better as shown in fig. 4, the subsequent construction can be directly carried out after the upper floating soil is removed from the slope, and the anti-slip step is arranged by cutting off the steep bank;
S4, anti-skid key installation
The anti-slip key can be a precast pile or a cast-in-place pile; the anti-slip key needs to be coincident with the gravity direction, and the same row needs to be aligned, so that the arrangement of further anti-wrapping beams is ensured;
and after the installation is finished, checking is carried out to ensure that the anti-slip key is firmly embedded.
After the construction of the anti-skid key is completed, a reverse wrapping beam 5 is arranged on one side close to the slope.
S5, filling construction
And (3) cleaning a foundation of a front site:
1) And (5) removing the cultivated soil.
2) The ponding area at the bottom of the ditch is treated by adopting a drainage and drainage method according to different conditions, and a method of dredging out silt and throwing out stone blocks.
3) The disturbance of the good soil layer at the lower part should be avoided during the earth excavation. If accumulated water appears in the excavated area, the water should be drained in time by adopting a pumping drainage or surface drainage mode.
Filling operation requirements are as follows:
1) Each layer of filling soil, thickness, water content of the soil, compactness and compacting machine should be determined according to specifications, and the dry density after compacting is measured through strict inspection, and after the compaction coefficient is inspected to meet the design requirement, the next layer of filling soil compacting work can be carried out. General regional packing density requirements: the compactness is not less than 94%.
2) And the backfilling is carried out by layering, and the layering paving and rolling thickness is controlled to be not more than 0.5m.
S6, construction of geogrid
1) The construction process of the geogrid comprises the following steps: detecting, cleaning a lower bearing layer, manually paving a geogrid, lapping, binding, fixing, paving upper layer filling soil, reversely wrapping the geogrid, rolling, detecting, repeatedly paving in layers along with the layered backfilling process.
2) The geogrid is spliced longitudinally by a splicing method, the width of the geogrid is not less than 4 meters, and the lapping width is not less than 30cm.
3) On a flat and compacted field, the main stress direction (longitudinal direction) of the laid grille is perpendicular to the trend direction of the side slope, and the laid grille is flat, has no wrinkles and is tensioned as much as possible. When a layer of soil is filled, the grid should be tensioned again by manpower or machines and tools before rolling, and the strength is uniform, so that the grid is in a straight stress state in the soil.
4) When the geogrid is laid to the anti-skid key position, the anti-skid key anti-skid beam is anti-skid as shown in fig. 4. After completion, the reverse wrap beam and geogrid are fixed by the U-shaped steel bars 10. The fixing mode is shown in fig. 5.
5) When the geogrid is paved near the slope, the area of the material required by the unpacking should be reserved, and before the soil filling is covered, the unpacking gunny bag 11 is placed at the position near the slope. The reversely-wrapped geogrid is fixed with the geogrid paved on the upper layer by using U-shaped steel bars.
6) When the grating is laid and positioned, the grating should be covered by filling soil in time, the exposure time is not more than 48 hours, and a line production method of laying and backfilling can be adopted. Firstly, filling materials are paved at two ends, the grille is fixed, and then the grille is pushed to the middle part. The rolling sequence is that two sides are firstly and then the middle. The pinch roller cannot directly contact the geogrid during rolling, and the uncompacted reinforcement body generally does not allow the vehicle to run on the geogrid so as to avoid dislocation of the geogrid, and the whole pavement is finished as shown in fig. 6.
S7, three-dimensional net grass planting
1) The three-dimensional net is green, and the technical parameters are as follows: the thickness is more than or equal to 14mm, and the mass per unit area is more than or equal to 350g/m 2; the longitudinal and transverse tensile strength is more than or equal to 2KN/m, the overlap width of the three-dimensional net is 10cm, and the peripheral edge is 10-15 cm.
2) The net hanging anchoring steel bar adopts an air drill to form holes, the hole diameter phi of the holes is 40mm, no. 30 mortar is injected for anchoring, the end heads of the anchoring steel bars are exposed out of the slope surface by 10cm, and the distance between the anchoring steel bars is 2.0m.
3) The top of the slope adopts a buried ditch to fix a three-dimensional net, and the three-dimensional net of the slope foot is buried in the filling soil of the platform.
4) The three-dimensional net is fixed by adopting U-shaped nails, and is encrypted within the boundary range.
5) The greening grass seeds are grass seeds suitable for growing in Yanan area, and are determined according to actual conditions.
S8, drainage engineering
1) The overall construction procedure of the rapid trough and the drainage ditch 9 is as follows: construction preparation, positioning formwork support, trench excavation, reinforcement cage binding, manufacturing and concrete pouring.
2) The rapid trough and the drainage ditch are positioned according to the drawing paying-off on site, so that the line shape is smooth and round, the turning part is preferably made into an arc shape, and the radius is not preferably smaller than 10m. When the water is kept and drained smoothly, the plane position can be finely adjusted according to the site topography.
3) And when the foundation soil body is soft after the rapid trough and the drainage ditch are excavated, tamping the foundation.
4) The drainage ditch should ensure smooth both sides and ditch bottom, and the drainage is smooth, no water phenomenon.
5) After the construction of the drainage ditch is completed, the ground surface nearby the drainage ditch is smooth, and the slope water on the two sides needs to be ensured to smoothly flow into the drainage ditch and be drained away in time.
6) And reserving 50 multiplied by 50cm tree pits every 2m on each stage of platform for tree planting and greening.
7) The rapid trough, the drainage ditch and the platform drainage ditch should be tightly connected with other structures.
The foregoing describes specific embodiments of the present invention. It is to be understood that the invention is not limited to the particular embodiments described above, and that various changes and modifications may be made by one skilled in the art within the scope of the claims without affecting the spirit of the invention.
Claims (6)
1. The construction method of the multistage slope-pasting loess high fill slope protection and treatment system is characterized by comprising the following steps of:
s1, pre-reinforcing an anti-slide pile on an original slope
Multistage subsides slope loess height side slope protection treatment system that fills, including original slope, the slope lower part of original slope is provided with the slide-resistant pile, the construction process of slide-resistant pile includes: preparing construction, measuring and lofting, leveling a pile hole site, constructing a locking plate, excavating in sections, constructing a section protecting wall, manufacturing a reinforcement cage, hoisting and pouring concrete;
s2, blind ditch construction
S3, performing foundation treatment on an original slope, and arranging a gray soil compaction pile below a soft soil layer of the original slope
According to the soil property of the original slope, taking the gray soil compaction pile as a treatment mode to carry out foundation treatment on a soft soil area of the original slope; or directly removing the upper covering floating soil on the side slope, then directly carrying out subsequent construction, cutting off the steep bank and setting an anti-slip step;
S4, anti-skid key installation
The side slope filling interface is provided with an anti-sliding key, the anti-sliding key adopts a precast pile or a filling pile, the anti-sliding key needs to be ensured to coincide with the gravity direction, and the same row of anti-sliding keys needs to be ensured to be aligned, so that the arrangement of further anti-wrapping beams is ensured;
after the construction of the anti-skid key is completed, a reverse wrapping beam is arranged on one side close to the slope;
after the construction of the anti-slip key is finished, a reverse-wrapping beam is arranged on one side close to a slope, and when the geogrid is paved at the anti-slip key position, the reverse-wrapping beam of the anti-slip key is reversely wrapped; after the completion, fixing the reverse-wrapping beam and the geogrid by using U-shaped steel bars;
s5, filling construction, wherein a geogrid is arranged in the backfilling process to stiffen the backfill side slope, and the filling side slope adopts a multi-stage slope releasing mode
Filling and rolling a slope-pasting layered soil body of an original slope to ensure the compactness and form a multistage slope-pasting loess high filling slope; the multistage slope releasing is characterized in that a plurality of secondary slopes are formed by arranging platforms with different widths, the position of the geogrid is arranged at the toe of the secondary slope, and the width of the platform arranged at the middle part of the maximum height difference of the slope is larger than that of other platforms;
S6, construction of geogrid
The construction process of the geogrid comprises the following steps: detecting and cleaning a lower bearing layer; manually paving geogrid, lapping, binding, fixing, paving upper layer filling soil, reversely wrapping geogrid, rolling and detecting, repeatedly paving layer by layer along with the layered backfilling process;
s7, three-dimensional net grass planting;
s8, drainage engineering construction, wherein the drainage engineering comprises a rapid trough and a drainage ditch;
the construction process of the slide-resistant pile specifically comprises the following steps:
11 Preparation for construction, measurement and lofting;
12 Leveling the pile hole site: leveling the ground of an orifice, making water interception and seepage prevention work on the ground surface of a pile area, building a soil ridge on the ground of the orifice, arranging a fence and an orifice cover cap on the orifice, and arranging a rain shelter on the orifice;
13 Pile hole excavation: pile hole excavation adopts batch pile jumping excavation, two to three piles are excavated at intervals, and piles are poured in batches; digging pile holes in sections, making a locking disc and each section of retaining wall according to requirements, digging each section by 1.0m, immediately digging one section of retaining wall, pouring concrete on site, and ensuring that the retaining wall concrete does not invade the clearance of the pile section so as to ensure that the section size of the anti-skid pile meets the design requirements;
14 Hole cleaning: after the pile hole is dug to reach the designed depth, sediment and sundries at the bottom of the hole are removed; when the pile bottom is an inclined rock stratum, the pile bottom is chiseled into a horizontal shape or a step shape;
15 Manufacturing and hoisting a reinforcement cage: the anti-slide pile steel bars are prefabricated into steel bar cages which can be lapped in pile holes, and the lap joints cannot be arranged at soil-stone boundaries;
16 Concrete pouring;
The construction process of the geogrid specifically comprises the following steps:
61 Detecting and cleaning the lower bearing layer;
62 Artificial laying of geogrid: the geogrid is spliced longitudinally by a splicing method, the width of the geogrid is not less than 4 meters, and the splicing width is not less than 30cm;
63 On a flat and compacted field, the main stress direction of the grid is perpendicular to the trend direction of the side slope, and the grid is paved to be flat and has no wrinkles and is tensioned as much as possible; when a layer of soil is filled, before rolling, the grating should be tensioned again by manpower or machines, the strength is uniform, and the grating is in a stretching stress state in the soil;
64 When the geogrid is paved to the anti-slide key position, the anti-slide key anti-bag beam is reversely packaged; after the completion, fixing the reverse-wrapping beam and the geogrid by using U-shaped steel bars;
65 The area of the materials required by the reverse wrapping is reserved when the geogrid is paved near the slope, a reverse wrapping gunny bag is placed at the position near the slope before the soil filling is covered, and the reverse wrapping geogrid is fixed with the geogrid paved on the upper layer by using U-shaped steel bars;
66 When the grating is paved and positioned, the grating should be covered by filling soil in time, the exposure time is not more than 48 hours, or a line production method of paving and backfilling is adopted; firstly spreading filler at two ends, fixing the grille, and then pushing the grille to the middle part; the rolling sequence is that two sides are firstly and then the middle.
2. The construction method of the multistage slope pasting loess high filling slope protection and management system according to claim 1, wherein the construction procedure of the blind ditch construction is specifically as follows:
21 Before blind ditch construction, firstly, cleaning the substrate, removing the surface weak covering layer to the bedrock surface, and backfilling with gravel;
22 Adopting water seepage geotextile as a reverse filtering layer, and straightening and smoothly clinging to the lower cushion layer; all longitudinal and transverse lap joints are alternately staggered, and the lap joint length is not less than 30cm; digging steps on two sides below a bedrock surface at the digging and filling juncture, backfilling 2m thick sand broken stone to form a rock-soil transition area, and connecting the lower part with a blind ditch for discharging spring water of a rock wall;
23 Geotextile is wrapped in the drainage blind ditch.
3. The construction method of the multistage slope pasting loess high filling slope protection and treatment system according to claim 1, characterized by comprising the following steps:
51 Removing the cultivated soil;
52 The ponding area at the bottom of the ditch is treated by adopting a drainage and drainage method according to different conditions, and a method of dredging out silt and throwing out stone blocks;
53 The disturbance of the soil layer at the lower part should be avoided during earth excavation, and if accumulated water appears in the excavated area, the soil layer should be drained in time by adopting a pumping drainage or open drainage mode.
4. The construction method of the multistage slope pasting loess high filling slope protection and management system according to claim 1, wherein the three-dimensional net grass planting is green, and the technical parameters are as follows: the thickness is more than or equal to 14mm, and the mass per unit area is more than or equal to 350g/m 2; the longitudinal and transverse tensile strength is more than or equal to 2KN/m, the lap joint width of the three-dimensional net is 10cm, and the peripheral edge is curled by 10-15 cm; the net hanging anchoring steel bar adopts an air drill to form holes, the hole diameter phi of the holes is 40mm, no. 30 mortar is injected for anchoring, the end heads of the anchoring steel bars are exposed out of the slope surface by 10cm, and the distance between the anchoring steel bars is 2.0m.
5. The construction method of the multistage slope pasting type loess high filling slope protection and treatment system according to claim 4, wherein the top of the slope adopts a buried ditch to fix a three-dimensional net, and a slope toe three-dimensional net is buried in the platform filling soil; the three-dimensional net is fixed by adopting U-shaped nails, and is encrypted within the boundary range.
6. The construction method of the multistage slope-attached loess high fill slope protection and management system according to claim 1, wherein the overall construction process of the rapid trough and the drainage ditch is as follows: construction preparation, positioning formwork support, trench excavation, reinforcement cage binding, manufacturing and concrete pouring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210205515.XA CN114541429B (en) | 2022-03-02 | 2022-03-02 | Multistage slope-pasting loess high-fill slope protection treatment system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210205515.XA CN114541429B (en) | 2022-03-02 | 2022-03-02 | Multistage slope-pasting loess high-fill slope protection treatment system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114541429A CN114541429A (en) | 2022-05-27 |
| CN114541429B true CN114541429B (en) | 2024-07-23 |
Family
ID=81660769
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210205515.XA Active CN114541429B (en) | 2022-03-02 | 2022-03-02 | Multistage slope-pasting loess high-fill slope protection treatment system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114541429B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115369819A (en) * | 2022-07-26 | 2022-11-22 | 宁波交通工程建设集团有限公司 | A wet pond embankment reinforced protective panel structure and construction method |
| CN115726396A (en) * | 2022-12-13 | 2023-03-03 | 福建省地质工程勘察院 | Construction structure and reinforcement method of a reinforced soil retaining wall |
| CN116378108A (en) * | 2023-02-07 | 2023-07-04 | 中南大学 | A landfill structure constructed with reinforced soil on a high and steep slope of a valley |
| CN118327007B (en) * | 2024-06-12 | 2024-09-03 | 山西机械化建设集团有限公司 | Surrounding hoop and drainage high slope structure of three-high soil filler and construction method thereof |
| CN118958073B (en) * | 2024-10-14 | 2025-02-11 | 石家庄铁道大学 | Reinforced soil roadbed beneficial to pipeline maintenance |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103806432A (en) * | 2014-01-25 | 2014-05-21 | 西安科技大学 | Method for treating foundations in slope filling and digging joint part of wet and soft zone in loess region |
| CN105155558A (en) * | 2015-09-28 | 2015-12-16 | 华中科技大学 | Combined retaining structure and construction method thereof |
| CN105274922A (en) * | 2015-09-11 | 2016-01-27 | 重庆大学 | Anti-slide tie-steel pipe pile composite structure for repairing cave-in roadbed and method |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7621853B2 (en) * | 2004-06-24 | 2009-11-24 | Latour Brad | Ropeless jump rope |
| CN101624830B (en) * | 2009-08-11 | 2010-12-29 | 长江水利委员会长江科学院 | Method for treating expansive soil channel side slopes with geogrid |
| JP5712030B2 (en) * | 2011-03-31 | 2015-05-07 | 株式会社アシックス | Heavy materials for Tobinawa and Tobinawa |
| KR101288888B1 (en) * | 2013-04-11 | 2013-07-23 | 서정국 | Restoration method of slope using geogrid and nail |
| KR101390354B1 (en) * | 2013-12-10 | 2014-04-30 | 산림조합중앙회 | Method for stabilizing forest hillslope and siffening structure thereof |
| CN106168030A (en) * | 2016-07-27 | 2016-11-30 | 西北大学 | A kind of Loess Landslide countermeasure system based on restoration of the ecosystem |
| CN107604931A (en) * | 2017-11-08 | 2018-01-19 | 辽宁大学 | The breakage mountain body restorative procedure and structure that a kind of friction pile is combined with GSZ |
| CN110051964A (en) * | 2019-04-24 | 2019-07-26 | 西北大学 | Triangle Handle of skipping rope |
| CN110847224A (en) * | 2019-11-25 | 2020-02-28 | 中冶集团武汉勘察研究院有限公司 | Filling slope gravity retaining wall reinforcing structure and construction method thereof |
| CN211273327U (en) * | 2019-12-19 | 2020-08-18 | 广东老沙科技有限公司 | Skipping rope capable of adjusting position of counterweight |
| CN112870624A (en) * | 2021-01-20 | 2021-06-01 | 上海仁于禾实业有限公司 | Voice broadcast skipping rope and control method thereof |
-
2022
- 2022-03-02 CN CN202210205515.XA patent/CN114541429B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103806432A (en) * | 2014-01-25 | 2014-05-21 | 西安科技大学 | Method for treating foundations in slope filling and digging joint part of wet and soft zone in loess region |
| CN105274922A (en) * | 2015-09-11 | 2016-01-27 | 重庆大学 | Anti-slide tie-steel pipe pile composite structure for repairing cave-in roadbed and method |
| CN105155558A (en) * | 2015-09-28 | 2015-12-16 | 华中科技大学 | Combined retaining structure and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114541429A (en) | 2022-05-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN114541429B (en) | Multistage slope-pasting loess high-fill slope protection treatment system | |
| CN106703050B (en) | Cut Slopes of Expansive Soil reinforced earth back-pressure antiseepage supporting construction and its construction method | |
| CN103790166B (en) | Method for treating foundation of loess area saturated zone slope filling and digging joint part | |
| CN113445396B (en) | High-fill road foundation filling construction method for high liquid limit soil road section | |
| CN113445521B (en) | High side slope construction method for filling | |
| CN104264680A (en) | Foundation treatment method of collapsible loess slope cut-and-fill joint part | |
| CN107859041B (en) | The construction method of collapsible loess zanjon high roadbed structure | |
| CN112281857A (en) | Deep foundation pit excavation construction method | |
| CN112411289A (en) | High fill roadbed construction method adjacent to dam | |
| CN116815733A (en) | Construction process for quality control of high-fill roadbed in collapsible loess area | |
| CN108978385A (en) | A kind of roadbed construction method on the road Tong Cun | |
| US20240352682A1 (en) | In-situ reconstruction and extension structure of embankment and construction method thereof | |
| CN115288162A (en) | Reinforcing method for soft soil foundation fill slope | |
| CN209039896U (en) | The soft soil roadbed three-dimensional reinforced structure of convolution is knitted in a kind of stake- | |
| CN211421169U (en) | Fill side slope gravity type retaining wall reinforced structure | |
| CN216514911U (en) | High fill roadbed structure | |
| CN116043624A (en) | Construction method and construction device for filling carbonaceous mudstone roadbed | |
| CN206220108U (en) | Cut Slopes of Expansive Soil reinforced earth back-pressure antiseepage supporting construction | |
| CN206736957U (en) | A kind of high slope framed revetment | |
| CN109056441A (en) | The soft soil roadbed three-dimensional reinforced structure of convolution and construction method are knitted in stake- | |
| CN116065604A (en) | Construction method for stacking, filling and reinforcing artificial landscape mountain | |
| CN209211389U (en) | Landslide repairing structure | |
| CN114508013A (en) | Granite residual soil half-fill and half-dig roadbed structure in rainy region and construction method thereof | |
| CN113550336A (en) | Loose formation region railway deep cutting adjacent to existing building and construction method | |
| CN221545658U (en) | Reinforcing and filling side slope 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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |