CN218292029U - Full-flexible composite reinforced earth retaining wall structure - Google Patents
Full-flexible composite reinforced earth retaining wall structure Download PDFInfo
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- CN218292029U CN218292029U CN202222700923.0U CN202222700923U CN218292029U CN 218292029 U CN218292029 U CN 218292029U CN 202222700923 U CN202222700923 U CN 202222700923U CN 218292029 U CN218292029 U CN 218292029U
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Abstract
The utility model provides a full flexible composite reinforced earth retaining wall structure. The retaining wall structure comprises a flexible wall surface, a flexible foundation, a composite reinforcement system and wall fillers, wherein the flexible wall surface comprises foamed light soil and secondary reinforcement geogrids, the flexible foundation comprises a primary reinforcement geogrid and foundation backfill, the composite reinforcement system comprises the primary reinforcement geogrid and the secondary reinforcement geogrid which are arranged at intervals, the wall fillers comprise soil-stone mixture, and the flexible drainage structure is compacted in a layering mode and laid according to intervals. The utility model discloses well reinforced earth barricade adopts full flexible construction, adopts owner, inferior reinforced geogrid interval arrangement, and barricade resistance to deformation is strong with the shock resistance, has solved barricade bulging destruction, filler through setting up inferior reinforced geogrid and has rolled the not closely knit problem.
Description
Technical Field
The utility model belongs to the technical field of geotechnical engineering specialty side slope support, a novel full flexible composite reinforced earth retaining wall structure is related to, be applicable to partly dig and fill out the strutting of regional building, road side slope partly.
Background
The reinforced retaining wall is a retaining structure which is provided with a wall surface, the slope of the wall surface is steeper, and a reinforced material is arranged in a filler in the wall. The reinforced retaining wall is widely applied to building and road slope support. China is a country with multiple mountains and hills, a large number of mountains are dug and filled, lands are artificially built, the terrain is complex, the filling and digging of the land are staggered, a large number of semi-dug and semi-filled lands appear, and the problem of side slope retaining of the land needs to be solved urgently.
The common forms of the prior reinforced retaining wall surface comprise a reinforced concrete panel, a precast concrete panel, a reinforced mesh-hung concrete-sprayed wall surface and a geotextile bag slope surface; the reinforced earth retaining wall bars mostly adopt geogrids with high tensile strength, small elongation, good corrosion resistance and good toughness, and one type of geogrid is usually adopted; reinforced retaining wall foundations mostly adopt reinforced concrete or plain concrete rigid foundations. The existing reinforced earth retaining wall has the problems that the slope body is large in settlement deformation, the rigid foundation of the retaining wall bottom is easy to damage, and the retaining wall is easy to bulge and deform or crack; on the other hand, when the retaining wall filler is rolled, the part close to the slope surface can not be close to the retaining wall filler because of construction machinery, so that the part close to the slope surface can not be completely rolled and compacted, and the soil body near the slope surface is very easy to deform and damage.
Consequently takes place to warp in order to prevent reinforced earth retaining wall and destroys or ftractures, the utility model provides a new full flexible compound reinforced earth retaining wall structure.
Disclosure of Invention
In order to prevent that reinforced earth barricade from taking place to warp destruction or fracture, the utility model provides a full flexible compound reinforced earth retaining wall structure, this retaining wall structure abandons traditional rigid foundation, adopts flexible foundation, and the retaining wall anti deformability is strong, can adapt to the deformation that bad ground arouses, can guarantee the stability of retaining wall through setting up main, inferior reinforced geogrid to can avoid the retaining wall tympanites to destroy.
In order to achieve the technical purpose, the utility model provides a full flexible composite reinforced earth retaining wall structure, include and dig in the primary side domatic step face of establishing and backfill the barricade backfill layer that the wall body packed and formed, its characterized in that backfilling at the step face: the retaining wall structure further comprises a flexible foundation, a planting soil layer, a composite reinforcement system and a flexible wall surface, wherein the flexible foundation consists of a geogrid layer and a packing layer, the planting soil layer is laid on the top surface of the retaining wall backfill layer, and the flexible wall surface is a surface layer formed by spraying foamed light soil on a slope surface consisting of the retaining wall backfill layer and the planting soil layer; the composite reinforcement system comprises a plurality of layers of main reinforcement geogrids and secondary reinforcement geogrids which are arranged at intervals in a retaining wall backfill layer, wherein the main reinforcement geogrids extend to a step surface from a flexible wall surface level, each layer of reinforcement geogrids extend to the retaining wall backfill layer from the flexible wall surface level, and the horizontal extension length of the secondary reinforcement geogrids is greater than the horizontal length of a retaining wall bulging damage range.
The utility model discloses further technical scheme: the retaining wall structure further comprises a flexible drainage structure, the flexible drainage structure comprises a waterproof geotextile bottom layer, a plurality of drainage cavities formed on the waterproof geotextile bottom layer by water-permeable partition plates, a drainage perforated pipe and a water-permeable top plate, the water-permeable perforated pipe is arranged in each drainage cavity, the edge of the waterproof geotextile bottom layer is bent upwards and is overlapped and connected with the edge of the water-permeable top plate to form an outer wrapping layer which surrounds the outside of the drainage cavities, and a reverse filtering gravel layer is filled between each water-permeable partition plate and the outer wrapping layer; the water-proof geotechnical bottom layer is horizontally arranged on the water-proof geotechnical bottom layer, the end part of the water-proof geotechnical bottom layer extends out of the water-proof geotechnical bottom layer, the flexible water drainage structure is arranged in the retaining wall backfill layer, and the water outlet port of each water drainage floral tube extends out of the flexible wall surface.
The utility model discloses further technical scheme: the thickness of flexible wall face is 80 ~ 120mm, the compound system of adding muscle is still including laying geogrid protective surface layer in flexible wall face, geogrid protective surface layer adopts the geogrid the same with the inferior muscle geogrid model that adds muscle, and every level adds muscle geogrid and geogrid protective surface layer and ties up through strengthening the nylon rope is fixed.
The utility model discloses better technical scheme: the retaining wall backfill layer is formed by compacting and backfilling a soil-stone mixture layer by layer, the thickness of a single layer is 0.2-0.3 m, and the compaction degree is not lower than 0.93; the packing layer of the flexible foundation is made of a soil-stone mixture or cohesive soil, and is compacted in a layered mode, and the compaction degree is not lower than 0.94.
The utility model discloses better technical scheme: the thickness of the flexible foundation is 1-1.5 m, the width of the foundation is 2.0-4.0 m, at least two layers of reinforced geogrids are laid in the foundation, the vertical distance between grids is 0.4-0.6 m, and the types of the reinforced geogrids in the flexible foundation and the main reinforced geogrids are the same.
The utility model discloses better technical scheme: the main reinforced geogrids and the secondary reinforced geogrids are made of geogrids of the same type or geogrids of different types and are arranged at equal intervals, the vertical interval between every two adjacent layers of the main reinforced geogrids is 0.4-0.6 m, and the vertical interval between every two adjacent layers of the secondary reinforced geogrids is 0.4-0.6 m.
The utility model discloses better technical scheme: the permeable top plate and the permeable partition plate are both made of permeable plates formed by winding polyethylene thick wires, and permeable cloth is wrapped outside the permeable plates; the waterproof geotextile bottom layer is connected with the edge of the permeable top plate through a first high-strength nylon rope, the permeable partition plate is an arc-shaped plate, and two ends of the permeable partition plate are fixed on the waterproof geotextile bottom layer through a second high-strength nylon rope to form an arc-shaped drainage cavity.
The utility model discloses better technical scheme: the drainage perforated pipe is arranged in the drainage cavity, the part of the drainage perforated pipe extending out of the bottom layer of the waterproof geotextile is a solid pipe, and the part of the drainage perforated pipe provided with the permeable holes is externally wrapped with permeable geotextile; and after the flexible drainage structure is laid on the retaining wall backfill layer, the pipe part of the flexible drainage structure penetrates through the flexible wall surface and extends out of the slope surface.
The utility model provides a main muscle geogrid that adds all adopts current geogrid with inferior muscle geogrid that adds, can adopt the same kind model or different models.
The utility model has the advantages that:
(1) The utility model discloses improve to the reinforced earth retaining wall structure in the half-excavated half-fill area, provide a full flexible reinforced earth retaining wall structure, abandon traditional rigid foundation, adopt flexible foundation, including main reinforced geogrid and wall body filler, the basis is backfilled and is packed and adopt soil to press from both sides stone mixture or stickness soil, the layering compaction, the compactness is not lower than 0.94, the compactness is higher than the wall body and is backfilled the compactness, both satisfy the foundation strength requirement, guarantee the impermeability of ground again; the retaining wall has strong deformation resistance and can adapt to deformation caused by poor foundation.
(2) The utility model discloses a add muscle system by main, inferior muscle geogrid is constituteed, add muscle geogrid through setting up inferior and solve barricade tympanites and destroy, pack and roll the not closely knit problem.
(3) The utility model discloses a retaining wall structure earthquake resistance can the reinforce, is superior to the rigidity retaining wall, and the retaining wall is strutted the effect and is showing, and construction method is simple and direct, high-efficient, saves time limit for a project and expense by a wide margin, and the price/performance ratio is very outstanding, and engineering application prospect is very wide.
Drawings
FIG. 1 is a schematic view of a fully flexible composite reinforced retaining wall structure of the present invention;
FIG. 2 is a layout view of the flexible drainage structure of the present invention;
FIG. 3 is a transverse cross-sectional view of the flexible drainage structure of the present invention;
FIG. 4 is a schematic view of the length calculation of the secondary reinforced geogrid of the present invention;
fig. 5 is a schematic view of the length calculation of the middle main reinforced geogrid of the present invention.
In the figure: the foundation structure comprises, by weight, 1-a main reinforcement geogrid, 2-a secondary reinforcement geogrid, 3-a step surface, 4-a flexible wall surface, 5-a retaining wall bulging damage range, 6-a planting soil layer, 7-a primary slope surface, 8-a retaining wall backfill layer, 9-a flexible foundation, 10-a flexible drainage structure, 10-1-a drainage flower pipe, 10-2-a permeable geotextile, 10-3-a permeable top plate, 10-4-a waterproof geotextile bottom layer, 10-5-a reverse filtering sand gravel layer, 10-6-a first high-strength nylon rope, 10-7-a permeable partition plate, 10-8-a drainage cavity, 10-9-a second high-strength nylon rope, 11-a water outlet port and 12-a geogrid protection surface layer.
Detailed Description
The present invention will be further explained with reference to the drawings and examples. Fig. 1 to 3 are drawings of the embodiment, which are drawn in a simplified manner and are only used for clearly and concisely illustrating the purpose of the embodiment of the present invention. The following detailed description of the embodiments of the present invention is presented in the drawings and is not intended to limit the scope of the invention as claimed. Based on the embodiments of the present invention, all other embodiments obtained by a person skilled in the art without making creative efforts belong to the protection scope of the present invention.
The embodiment provides a full flexible composite reinforced earth retaining wall structure, as shown in fig. 1 and 2, include along primary slope 7 dig establish the step face 3 that forms and backfill the barricade backfill layer 8 that the wall filler formed at step face 3, retaining wall structure still includes flexible basis 9, planting soil layer 6, composite reinforcement system, flexible wall 4 and flexible drainage structures 10, flexible drainage structures 10 is laid in retaining wall backfill layer 8, and its water outlet port 11 stretches out flexible wall 4 at least 15cm. The retaining wall backfill layer 8 is formed by compacting and backfilling soil-stone mixture in layers, the thickness of a single layer is 0.2-0.3 m, and the compactness is not lower than 0.93; the flexible foundation 9 consists of a geogrid layer and a packing layer, the thickness of the flexible foundation 9 is 1-1.5 m, the width of the foundation is 2.0-4.0 m, at least two layers of reinforced geogrids are laid in the foundation, the vertical distance between the grids is 0.4-0.6 m, and the reinforced geogrids in the flexible foundation 9 are the same as the type of the main reinforced geogrid 1; the packing layer of the flexible foundation 9 is made of a soil-stone mixture or cohesive soil, and is compacted in a layered mode, and the compaction degree is not lower than 0.94. The planting soil layer 6 is laid on the top surface of the retaining wall backfill layer 8, and the thickness of the planting soil layer 6 is about 1m; the flexible wall surface 4 is a surface layer which is formed by spraying foam light soil on a slope surface consisting of the retaining wall backfill layer 8 and the planting soil layer 6 and has the thickness of 80-120 mm.
The embodiment provides a full flexible composite reinforced earth retaining wall structure, as shown in fig. 1 and 2, the composite reinforcement system is including laying geogrid protective surface layer 12 in the flexible wall surface 4 to and the multilayer main reinforcement geogrid 1 and the secondary reinforcement geogrid 2 of interval laying in retaining wall backfill layer 8, main reinforcement geogrid 1 extends to step face 3 from flexible wall surface 4 level, and every level reinforcement geogrid 2 and geogrid protective surface layer 12 fixed connection to extend to in retaining wall backfill layer 8 from flexible wall surface 4 level, and the horizontal extension length of secondary reinforcement geogrid 2 is greater than the horizontal length of retaining wall bulging damage scope 5. The primary reinforced geogrids 1 and the secondary reinforced geogrids 2 adopt geogrids of the same type or geogrids of different types and are arranged at equal intervals, the vertical distance between every two adjacent layers of the primary reinforced geogrids 1 is 0.4-0.6 m, and the vertical distance between every two adjacent layers of the secondary reinforced geogrids 2 is 0.4-0.6 m; the geogrid protective surface layer 12 is a geogrid with the same type as the secondary reinforced geogrid 2, and the geogrid protective surface layer and the secondary reinforced geogrid are tied up and connected through high-strength nylon ropes. Calculating the length of the main reinforced geogrid according to balance calculation of transverse soil pressure and rib pulling resistance in the range of each layer of rib; the length of the secondary reinforced geogrid is determined through calculation of bulging deformation damage stress of the retaining wall, the situation of bulging deformation damage stress is calculated in a layered mode, and the length of each layer of reinforced geogrid is determined.
The embodiment provides a fully flexible composite reinforced earth retaining wall structure, as shown in fig. 3, the flexible drainage structure 10 comprises a water-proof geotextile bottom layer 10-4, a plurality of drainage cavities 10-8 formed on the water-proof geotextile bottom layer 10-4 by water-permeable partition plates 10-7, drainage floral tubes 10-1 and a water-permeable top plate 10-3 arranged in each drainage cavity 10-8, the edges of the water-proof geotextile bottom layer 10-4 are bent upwards and overlapped with the edges of the water-permeable top plate 10-3 to form an outer wrapping layer surrounding the plurality of drainage cavities 10-8, and a reverse filtering gravel layer 10-5 is filled between each water-permeable partition plate 10-7 and the outer wrapping layer; the drainage perforated pipes 10-1 are horizontally arranged on the waterproof geotechnical bottom layer 10-4, and the end parts of the drainage perforated pipes extend out of the flexible wall surface 4 by at least 15cm. The permeable top plate 10-3 and the permeable partition plate 10-7 are both made of permeable plates formed by winding polyethylene thick wires, and permeable cloth is wrapped outside the permeable plates; the materials of the permeable top plate 10-3 and the permeable partition plate 10-7 can be the same as the plastic blind ditch, thermoplastic synthetic resin is used as a main raw material, fine plastic strands are extruded out through a nozzle in a hot melting state through modification, and then the extruded plastic strands are dissolved on nodes through a forming device to form a three-dimensional net structure which can be made into a flat plate shape or an arc shape. The edge of the waterproof geotextile bottom layer 10-4 is connected with the edge of the permeable top plate 10-3 through a first high-strength nylon rope 10-6, the permeable partition plate 10-7 is an arc-shaped plate, two ends of the permeable partition plate are fixed on the waterproof geotextile bottom layer 10-4 through second high-strength nylon ropes 10-9 to form an arc-shaped drainage cavity 10-8, the drainage floral tube 10-1 is arranged in the drainage cavity 10-8, the part of the drainage floral tube, which extends out of the waterproof geotextile bottom layer 10-4, is a solid tube, and the part of the drainage floral tube 10-1, which is provided with permeable holes, is wrapped with a permeable geotextile 10-2; and after the flexible drainage structure 10 is laid on the retaining wall backfill layer 8, a part of the flexible drainage structure penetrates through the flexible wall surface 4 and extends out of the slope.
The utility model provides a main muscle geogrid is laid length and is satisfied the stability requirement of barricade, lays length and includes the free segment length within the latent fracture surface of barricade, the anchor segment length outside the fracture surface through calculating main muscle geogrid. The length of the secondary reinforced geogrid is determined by calculating the bulging damage stress, and deformation or damage of the position close to the slope surface caused by the bulging damage of the retaining wall and the compaction incompact of the filler is met. The strength of the primary reinforced geogrid and the secondary reinforced geogrid is selected and adapted to the tension force in the processing range. The wall filler comprises a soil-stone mixture, and the weight ratio of soil: stone (volume ratio) =1, the maximum particle size of stone particles is not more than 5cm, soil does not contain soft soil components, the water content is close to the optimal water content, layering and compacting are carried out, and the compaction degree is not lower than 0.94.
The length calculation process of the secondary reinforced geogrid in the embodiment is as follows:
(1) Obtaining the range of potential simplified fracture surfaces according to a classical Rankine soil pressure theory, calculating an included angle theta between the potential simplified fracture surfaces of the reinforced retaining wall and a slope toe horizontal line, and calculating the horizontal distance from the fracture surface at each layer of the reinforced geogrid to the wall surface according to the angle theta of the potential simplified fracture surfaces of the reinforced retaining wall in a layered mode:
wherein: theta-potential simplified fracture plane angle (°) of the reinforced retaining wall;
calculating the horizontal distance S from the fracture surface at the mth layer of the reinforced geogrid to the wall surface m ：
Wherein: h is a total of i -the vertical distance (m) from the m-th level of the reinforced geogrid to the toe;
alpha-retaining wall side slope angle (°);
(2) Calculating the weight of the wall in the fracture surface range in a layering mode:
G m ＝rS m h m B
wherein: m-mth level adds the rib geogrid;
S m the horizontal distance (m) from the fracture surface at the mth level of the reinforced geogrid to the wall surface;
h m vertical spacing of sub-reinforced geogrids;
r-weight of wall Filler (kN/m) 3 )；
B, calculating the length (m) of the reinforced retaining wall, and calculating the unit length 1m;
G m -the weight (kN) of the wall in the area of the fracture surface of the mth layer;
(3) And (3) calculating the bulging destructive power of the reinforced retaining wall in a layered manner:
F m ＝G m f
wherein: f m The bulging destructive power (kN) of the m-th reinforced earth retaining wall;
f-coefficient of friction between wall filler and sub-ribbed geogrid, obtained by experiment, and calculated according to
Taking values;
(4) Calculating the anchoring length of the secondary reinforced geogrid in a layering manner:
wherein: l m -anchoring length of the mth level reinforced geogrid, length (m) outside fracture plane;
t-design uplift resistance (kN/m) of the secondary reinforced geogrid;
B 2 laying width of secondary reinforced geogrid, laying horizontal plane in full, and calculating B 2 =1m; (5) The horizontal distance S from the fracture surface at the mth layer reinforced geogrid to the wall surface is calculated in the step (1) m And step (4) calculating the anchoring length l of the mth layer reinforced geogrid m Calculating the total length L of the mth level reinforced geogrid 2 ：
L 2 ＝S m +l m 。
The length calculation process of the main reinforced geotechnical grid in the embodiment is as follows:
(1) Obtaining the range of potential simplified fracture surfaces according to a classical Rankine-soil pressure theory, calculating an included angle theta between the potential simplified fracture surfaces of the reinforced retaining wall and a toe horizontal line, and calculating the horizontal distance from the fracture surface at each layer of the main reinforced geogrid to the wall surface in a layered mode according to the angle theta of the potential simplified fracture surfaces of the reinforced retaining wall:
wherein: theta-potential simplified fracture plane angle (°) of the reinforced retaining wall;
calculating the horizontal distance S from the fracture surface at the ith layer of the reinforced geogrid to the wall surface i ：
Wherein: h i -the vertical height (m) of the ith layer of primary reinforced geogrid from the toe;
alpha-retaining wall side slope angle (°);
(2) According to the balance between the transverse soil pressure and the rib pulling resistance in the range of the rib of each layer of main reinforced geogrid, the horizontal pulling force Ti borne by the ith layer of main reinforced geogrid is as follows:
wherein: sigma vi -vertical dead weight pressure (kPa) of the soil to which the i-layer main ribbed geogrid is subjected
σ vi ＝r(H-H i )；
r-weight of wall filler (kN/m) 3 )；
H-total height of retaining wall (m);
H i -the height (m) of the wall at the ith level, measured from the corner;
∑Δσ vi -vertical additional pressure (kPa) caused by overload;
Δσ hi -horizontal additional load (kpa);
s vi -a vertical spacing (m) of the ribs;
Ar-Bar area coverage, A r ＝1/S hi (m), taking 1 when the reinforcement materials are fully paved;
S hi -horizontal spacing (m) of the reinforcement, taking 1 when the reinforcement is fully laid;
K i -coefficient of earth pressure, taken
ti satisfies the following requirements: t is a unit of a /T i ≥1；T a -design tensile strength (kN) of the main bar;
(3) Calculating the length of the anchoring section of the main reinforced geogrid in a layering manner:
wherein: l is ei The anchoring length of the ith layer of main reinforced geogrid and the length (m) outside the fracture surface;
f, friction coefficient of the wall filler and the main reinforced geogrid;
the self weight (kPa) of the wall body at the Gi-i layer main reinforced geogrid position, gi = r × s vi ；
r-weight of wall Filler (kN/m) 3 )；
B, fully paving the reinforcement material in width 1;
F s anti-pulling safety coefficient not less than 2.0;
(4) According to the horizontal distance S from the fracture surface at the ith layer of main reinforced geogrid to the wall surface calculated in the step (1) i And step (4) calculating the anchoring length L of the ith layer of main reinforced geogrid ei Calculating the total length L of the i-th layer of main reinforced geogrid 1 Comprises the following steps:
L 1 ＝S i +L ei 。
the construction process of the present invention will be further explained with reference to the embodiment in which the side slope of the reinforced retaining wall of the filled foundation is treated, as shown in fig. 1 to 3, the slope angle of the embodiment is 68 degrees, and the inner friction angle of the filler
The fracture surface angle theta =45+20/2=55 deg., and the retaining wall design height is 8m. In the embodiment, the limit value of the tensile strength of the main reinforced geogrid in the composite reinforced system is 160kN/m, the design value of the tensile strength is 40kN/m, and the main rib adopts the unidirectional geogrid. The limit value of the tensile strength of the secondary reinforced geogrid is 80kN/m, the design value of the tensile strength is 20kN/m, and the unidirectional, bidirectional or multidirectional geogrids can be adopted. The interval 0.5m is laid to main muscle grid, and interval 0.5m is laid to inferior muscle grid, and the secondary muscle of main muscle is arranged between the muscle, and the secondary muscle is located main muscle intermediate position department. The friction coefficient between the geogrid rib and the filler is f =0.9 × tan (20 °) =0.33. Excavating the slope body into a step shape according to the designed length of the main reinforced geogrid, wherein the step height is 1.0m, and the end part of the step is the end part of the designed main reinforced geogrid; the concrete construction steps are as follows:
the method comprises the following steps: the method comprises the steps of obtaining 14 layers of main reinforced geogrids and 14 layers of reinforced geogrids which need to be laid in an embodiment through design, and calculating and determining the length of each layer of main reinforced geogrid and each layer of reinforced geogrid; the length of the main reinforced geogrid is calculated according to the balance between the transverse soil pressure and the rib pulling resistance in the range of each layer of rib; the length of the secondary reinforced geogrid is determined by calculating the bulging deformation damage stress of the retaining wall, the bulging deformation damage stress condition is calculated in a layered mode, and the length of each layer of reinforced geogrid is determined;
a. the calculation process of the length of the primary reinforced geogrid is specifically as follows, the length of the primary reinforced geogrid of the first layer is calculated from the first layer from bottom to top, and as shown in fig. 4, the height H of the first layer is calculated 1 And =0, the length of the main reinforced geogrid inside the fracture surface is as follows:
σ vi ＝18.5×(8-0)＝148kPa
vertical additional pressure sigma delta sigma caused by overload vi Horizontal additional load Δ σ hi Take 0, horizontal tension
T i ＝tan 2 (45-20/2)×148×0.5＝36.28kN
L e ＝2×36.28/(2×18.5×0.5×0.33)＝11.97m
Layer 1 main reinforced geogrid total length L 1 ＝0+11.97＝11.97m；
And (3) similarly calculating the anchoring lengths of the geogrids with the main reinforcements from the 3 rd layer to the 14 th layer, and taking the length of the geogrid with the main reinforcements within the fracture surface as the total length of the main reinforcement geogrid to finally obtain a data result as shown in the table 1. Table 1 horizontal tension T i The maximum value is 36.28kN, which is less than the design value of the tensile strength of the main rib of 40kN and meets the requirement. And the length of each layer of main reinforcement is obtained according to calculation, and the length of the grating is rounded on the premise of meeting the calculation requirement in order to facilitate the purchase and construction of the grating in the engineering.
Table 1 calculated length of main reinforced geogrid
b. The calculation process of the length of the secondary reinforced geogrid is specifically as follows, the calculation is carried out from the first layer from bottom to top, the length of the primary reinforced geogrid is calculated firstly, and the height h of the first layer is 1 =0.25m, the length of the fracture surface is less than that of the secondary reinforced geogrid
The gravity G of the swelling area of the layer 1 =0.07 × 0.5 × 18.5=0.68kn, and the bulging force F of the hierarchical stiffened area 1 ＝0.68×0.33＝0.22kN。
Sequentially calculating the bulging force F of each layer of reinforced area in the same way m . Finally obtaining the bulging force F of each layer of reinforced area m The calculation results are shown in the following table; anchoring length of the 1 st level rib
The sum of the anchoring length and the length of the active area outside the fracture surface is the total length L of the 1 st layer rib 2 =2.20+0.07=2.27m. In the same way, the anchoring length L of the 2 nd layer can be calculated by adding the sum of the bulging forces of the 2 nd layer to the 14 th layer m And the length S of the active region of layer 2 m And adding to obtain the total length of the 2 nd-level bar. The rest layers are the same. The final data results are shown in table 2. And the lengths of the ribs at all levels are obtained according to calculation, and the lengths of the gratings are rounded on the premise of meeting the calculation requirement in order to facilitate grating purchase and construction in engineering.
TABLE 2 calculation of Length for Primary Reinforcement geogrid
Step two: preparation before construction: leveling a field, positioning, measuring and setting out, and preparing construction materials and construction equipment;
step three: excavating the current slope body into step shapes according to the length of the main reinforced geogrids calculated in the step (1), and ensuring that one end of each layer of the main reinforced geogrids embedded in the filling layer is in contact with the corresponding step surface, and the height of each layer of the step is 0.8-1.2 m;
step four: excavating a flexible foundation: the flexible foundation is buried by 1m, the width of the foundation is 3m, two layers of reinforced geogrids are paved in the foundation, and the vertical distance between the grids is 0.5m; backfilling and stone-sandwiched mixture or cohesive soil at the foundation, and layering and compacting, wherein the compaction degree is not less than 0.94;
step five: laying a main reinforced geogrid layer: after the construction of the flexible foundation is finished, laying a main reinforced geogrid according to design requirements, enabling the end part of the main reinforced geogrid to be tightly attached to a corresponding step surface, backfilling a soil-stone mixture with the thickness of 0.2-0.3 m, and compacting, wherein the compaction degree is not lower than 0.93;
step six: laying a secondary reinforced geogrid layer: laying the secondary reinforced geogrid according to the length of the secondary reinforced geogrid calculated in the step one, backfilling a soil-rock mixture with the thickness of 0.2-0.3 m, and compacting, wherein the compaction degree is not lower than 0.93;
step seven: and repeating the fifth step and the sixth step, wherein the wall backfill in the fifth step and the sixth step comprises a soil-stone mixture, and the soil: stone (volume ratio) =1, and the maximum particle size of stone particles is not more than 5cm, the soil does not contain soft soil components, the water content is close to the optimal water content, the stone particles are layered and compacted, the degree of compaction is not less than 0.93, the internal friction angle of the wall filler is 20 degrees, and the weight is 18.5kN/m 3 . When the backfill soil layer reaches 3-5 m, laying the flexible drainage structure, wherein the exposed wall surface of the water outlet port of the flexible drainage structure is at least 23cm; the flexible drainage blanket is shown in figure 3, a drainage perforated pipe 10-1 of the flexible drainage blanket is a PVC perforated pipe with the diameter of 40mm, the diameter of a filtering hole at the position of the filtering pipe is 5-10 mm, the filtering holes are arranged in a quincunx shape, the distance is 25-35 mm, and two layers of permeable geotechnics are wound outside the filtering pipe; the permeable top plate 10-3 and the permeable partition plate 10-7 are polyethylene thick wire winding plates with the thickness of about 40mm, nylon ropes on the surfaces of the polyethylene thick wire winding plates are bound and fixed with a layer of permeable geotextile, the permeable partition plate 10-7 wraps PVC floral tubes, the net spacing between the floral tubes is 4cm, and the floral tubes are bound and fixed with a bottom layer formed by two layers of water-resisting geotextile on the lower portion.
Step eight: repeating the seventh step, laying all the main reinforced geogrids, the secondary reinforced geogrids and the flexible drainage structures in sequence, and backfilling planting soil with the thickness of 0.8-1.2 m at the top of the slope;
step nine: and (3) fully paving a geogrid protective surface layer on the slope surface, wherein the geogrid on the slope surface is the same as the secondary reinforced geogrid in the backfilled slope body in model number, the geogrid is firmly bound by adopting a high-strength nylon rope, and finally, a foam light soil protective surface with the thickness of 100mm is sprayed on the slope surface.
The utility model discloses improve to half cut and fill out the regional reinforced earth retaining wall structure, provide a reinforced earth retaining wall structure of full flexibility, divide owner, inferior reinforced material, abandon traditional rigidity basis, adopt flexible basis, barricade resistance to deformation ability reinforce can adapt to the deformation that bad ground arouses. In addition, the anti-seismic capacity is strong, the retaining wall is superior to a rigid retaining wall, the retaining wall supporting effect is obvious, the construction method is simple, convenient and efficient, the construction period and the cost are greatly saved, the cost performance is very outstanding, and the engineering application prospect is very wide.
In summary, the present invention is not limited to the above embodiments, and other embodiments can be easily proposed by those skilled in the art within the technical teaching of the present invention, but such embodiments are included in the scope of the present invention.
Claims (8)
1. The utility model provides a full flexible composite reinforcement earth retaining wall structure, includes that digging at former limit slope (7) establishes step face (3) and backfill barricade backfill layer (8) that the wall body packed and formed at step face (3), its characterized in that: the retaining wall structure further comprises a flexible foundation (9), a planting soil layer (6), a composite reinforcement system and a flexible wall surface (4), wherein the flexible foundation (9) consists of a geogrid layer and a packing layer, the planting soil layer (6) is laid on the top surface of the retaining wall backfill layer (8), and the flexible wall surface (4) is a surface layer formed by spraying foam light soil on a slope surface consisting of the retaining wall backfill layer (8) and the planting soil layer (6); the composite reinforcement system comprises a plurality of layers of main reinforced geogrids (1) and secondary reinforced geogrids (2) which are arranged in a retaining wall backfill layer (8) at intervals, wherein the main reinforced geogrids (1) extend to a step surface (3) from a flexible wall surface (4) horizontally, each layer of reinforced geogrids (2) extend to the retaining wall backfill layer (8) from the flexible wall surface (4) horizontally, and the horizontal extension length of the secondary reinforced geogrids (2) is greater than that of a retaining wall bulging damage range (5).
2. The fully flexible composite reinforced earth retaining wall structure according to claim 1, wherein: the retaining wall structure further comprises a flexible drainage structure (10), wherein the flexible drainage structure (10) comprises a waterproof geotextile bottom layer (10-4), a plurality of drainage cavities (10-8) formed on the waterproof geotextile bottom layer (10-4) through water-permeable partition plates (10-7), a drainage flower tube (10-1) and a water-permeable top plate (10-3), wherein the drainage flower tube is arranged in each drainage cavity (10-8), the edge of the waterproof geotextile bottom layer (10-4) is bent upwards and is overlapped and connected with the edge of the water-permeable top plate (10-3) to form an outer wrapping layer which surrounds the plurality of drainage cavities (10-8), and a reverse sand-filtering gravel layer (10-5) is filled between each water-permeable partition plate (10-7) and the outer wrapping layer; the drainage perforated pipes (10-1) are horizontally arranged on the waterproof geotechnical bottom layer (10-4), the end portions of the drainage perforated pipes extend out of the waterproof geotechnical bottom layer (10-4), the flexible drainage structures (10) are laid in the retaining wall backfill layer (8), and the water outlet port (11) of each drainage perforated pipe (10-1) extends out of the flexible wall surface (4).
3. The fully flexible composite reinforced earth retaining wall structure according to claim 1 or 2, wherein: the thickness of flexible wall (4) is 80 ~ 120mm, the composite reinforcement system is still including laying geogrid protective surface layer (12) in flexible wall (4), geogrid protective surface layer (12) adopt with the geogrid that adds muscle geogrid (2) model the same once, and every level adds muscle geogrid (2) and geogrid protective surface layer (12) and through strengthening the fixed tying up of nylon rope.
4. The fully flexible composite reinforced earth retaining wall structure according to claim 1 or 2, wherein: the retaining wall backfill layer (8) is formed by compacting and backfilling soil-stone mixture in layers, the thickness of a single layer is 0.2-0.3 m, and the compactness is not lower than 0.93; the packing layer of the flexible foundation (9) is made of a soil-stone mixture or cohesive soil, and is compacted in a layered mode, and the compaction degree is not lower than 0.94.
5. The fully flexible composite reinforced earth retaining wall structure according to claim 1 or 2, wherein: the thickness of the flexible foundation (9) is 1-1.5 m, the width of the foundation is 2.0-4.0 m, at least two layers of reinforced geogrids are laid in the foundation, the vertical distance between the grids is 0.4-0.6 m, and the types of the reinforced geogrids in the flexible foundation (9) and the main reinforced geogrids (1) are the same.
6. The fully flexible composite reinforced earth retaining wall structure according to claim 1 or 2, wherein: the main reinforced geogrid (1) and the secondary reinforced geogrid (2) adopt geogrids of the same type or different types and are arranged at equal intervals, the vertical interval of the two adjacent layers of main reinforced geogrids (1) is 0.4-0.6 m, and the vertical interval of the two adjacent layers of secondary reinforced geogrids (2) is 0.4-0.6 m.
7. The fully flexible composite reinforced earth retaining wall structure according to claim 2, wherein: the permeable top plate (10-3) and the permeable partition plate (10-7) are both made of permeable plates formed by winding polyethylene thick wires, and permeable cloth is wrapped outside the permeable plates; the waterproof geotextile bottom layer (10-4) is connected with the edge of the permeable top plate (10-3) through a first high-strength nylon rope (10-6), the permeable partition plate (10-7) is an arc-shaped plate, and two ends of the permeable partition plate are fixed on the waterproof geotextile bottom layer (10-4) through a second high-strength nylon rope (10-9) to form an arc-shaped drainage cavity (10-8).
8. The fully flexible composite reinforced earth retaining wall structure according to claim 2, wherein: the drainage perforated pipe (10-1) is arranged in the drainage cavity (10-8), the part of the drainage perforated pipe (10-1) extending out of the waterproof geotextile bottom layer (10-4) is a solid pipe, and the part of the drainage perforated pipe (10-1) provided with the water permeable holes is wrapped with the water permeable geotextile (10-2); and after the flexible drainage structure (10) is laid on the retaining wall backfill layer (8), the part of the pipe passes through the flexible wall surface (4) and extends out of the slope.
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| CN115492160A (en) * | 2022-10-12 | 2022-12-20 | 中冶武勘工程技术有限公司 | Full-flexible composite reinforced earth retaining wall structure in semi-excavated and semi-filled area and construction method thereof |
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| CN115492160A (en) * | 2022-10-12 | 2022-12-20 | 中冶武勘工程技术有限公司 | Full-flexible composite reinforced earth retaining wall structure in semi-excavated and semi-filled area and construction method thereof |
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