CN117005434A - Construction method of high-fill side slope - Google Patents
Construction method of high-fill side slope Download PDFInfo
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- CN117005434A CN117005434A CN202310993166.7A CN202310993166A CN117005434A CN 117005434 A CN117005434 A CN 117005434A CN 202310993166 A CN202310993166 A CN 202310993166A CN 117005434 A CN117005434 A CN 117005434A
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- 238000010276 construction Methods 0.000 title claims abstract description 55
- 239000004567 concrete Substances 0.000 claims abstract description 68
- 239000010410 layer Substances 0.000 claims abstract description 17
- 239000011178 precast concrete Substances 0.000 claims abstract description 13
- 239000002344 surface layer Substances 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 23
- 238000005056 compaction Methods 0.000 claims description 19
- 238000000034 method Methods 0.000 claims description 19
- 238000005096 rolling process Methods 0.000 claims description 14
- 238000004458 analytical method Methods 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 13
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- 238000004088 simulation Methods 0.000 claims description 2
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0208—Gabions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0283—Retaining or protecting walls characterised by constructional features of mixed type
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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Abstract
The application relates to a construction method of a high-fill side slope, which comprises the following construction steps: s00, determining a construction area, and leveling the site to the designed elevation; s10, determining the intersection coordinates of the potentially most dangerous fracture surface and the current layer, and marking and lofting; s20, hoisting the precast concrete box body at the mark lofting position; or setting up a permanent template at the mark lofting position and pouring concrete to form a cast-in-place concrete box body; s30, performing gabion construction on the slope surfaces of all levels; s40, constructing a platform and a drainage ditch between two adjacent grades of side slopes; s50, circulating the steps S10 to S40 until construction is carried out to the top of the slope; s60, pouring a concrete surface layer of the slope roof, and completing construction. The application can avoid the shallow sliding collapse of the backfill slope, improve the deep sliding safety coefficient of the slope, avoid the problems of large time period field and large difficulty of the conventional large-scale slide-resistant pile construction, and avoid the use of the reinforced retaining wall with relatively difficult construction quality control.
Description
Technical Field
The application relates to the technical field of civil engineering, in particular to a construction method of a high-fill side slope.
Background
The problem of mountain area high filling deep dig is difficult to avoid, in order to guarantee the relative stability of the slope body in engineering construction, reduces the earth and stone volume, and the conventional high filling side slope generally adopts the slope of putting, or adds muscle soil barricade, and the slope rate is slower, and occupation of land is great. For supporting the natural side slope, only anti-slide piles or other supporting structures can be generally adopted, so that large-scale excavation and filling engineering is inconvenient to develop.
The backfill adopted by the high-fill side slope is relatively uniform, a certain deep and shallow sliding damage can occur, how to efficiently utilize the locally existing backfill, improve the overall strength of the backfill, and the improvement of the side slope is an important research subject by simply putting the side slope, arranging a supporting structure and the like.
Disclosure of Invention
The application aims to solve the problems in the prior art and provides a construction method of a high-fill side slope.
In order to achieve the purpose of the application, the application adopts the following technical scheme: the construction method of the high fill side slope comprises the following construction steps:
s00, determining a construction area, and leveling the site to the designed elevation;
s10, determining the intersection coordinates of the potentially most dangerous fracture surface and the current layer, and marking and lofting;
s20, hoisting the precast concrete box body at the mark lofting position, and then carrying out layered filling and rolling compaction on the precast concrete box body and each grade of slope body by using backfill soil; or setting up a permanent template at the mark lofting position and pouring concrete to form a cast-in-place concrete box body, and carrying out layered filling and rolling compaction on the cast-in-place concrete box body and each grade of slope body by backfill soil after the cast-in-place concrete box body is maintained;
s30, performing gabion construction on the slope surfaces of all levels;
s40, constructing a platform and a drainage ditch between two adjacent grades of side slopes;
s50, circulating the steps S10 to S40 until construction is carried out to the top of the slope;
s60, pouring a concrete surface layer of the slope roof, and completing construction.
Further, in the step S10, the specific steps of determining the potentially most dangerous fracture surface are:
based on a limit balance theory, carrying out stability analysis on a high filling slope formed by backfilling and obtaining an intersecting coordinate with a current layer;
setting a concrete box in an intersection area of two sliding belts with the minimum safety coefficient in a simulation manner, continuously adding a concrete box body on a newly generated sliding surface, and simultaneously calculating the safety coefficient after the concrete box body is added and the corresponding new sliding surface position;
and judging the stability of the high-filling side slope based on the calculated side slope safety coefficient until the safety coefficient of the sliding surface with the minimum safety coefficient meets the design requirement.
Further, in the step S20, the top and the bottom of the concrete box body are through holes, the periphery of the concrete box body is surrounded by side panels and panel connecting members, and the side panels of the concrete box body are sequentially connected through the connecting panel connecting members.
Further, in the step S20, the concrete box is continuously installed along the axial direction of the side slope, and a settlement joint is provided.
Further, in the step S20, the concrete steps of hoisting the precast concrete box body are as follows:
hoisting side panels and panel connecting members at the position where the precast concrete box needs to be installed in the filling area to form three complete side walls, and leaving one side free;
simultaneously filling soil into the inside and the outside of the box body;
each time the height is set, the panel connecting member is used for connecting the side panels;
and S21-S23, namely, circulating until the backfilling of the slope of the present level reaches the design elevation.
Further, in the step S20, in the step of compacting the backfill, the compaction degree of the compacted area is detected, and the compaction is continuously re-compacted until the compaction degree reaches the design requirement.
Further, the filler has a layered thickness of 300mm and a compaction coefficient of not less than 0.95.
Further, in the step S30, concrete steps of performing the gabion construction on the slope surfaces of all levels are as follows:
measuring and lofting, namely arranging the gabion of the object lattice on each level of slope surface to be leveled in a staggered joint manner;
the four sides of the gabion are erected, adjacent edges are locked by binding wires, and when the binding wires are locked, the binding wires are spirally twisted around two overlapped frame wires or double-twisted edges of the frame wires and the gabion;
filling the rock blocks of the binge gabion;
covering the top cover after filling the stone blocks in the gabion, and spirally tightening two overlapped frame wires by using binding wires;
fine cohesive soil is paved on the built gabion to plant grass.
Further, in step S10, the method of automatically locating and searching the most dangerous sliding surface by SLOPE/W in GeoStudio is used, the analysis type is mongenster-Price, the inter-strip force function is half sine function, and the stability analysis is performed on the high SLOPE formed by backfilling.
Further, the width of each stage of platform is 1.5-2.5 m.
Compared with the prior art, the application has the following beneficial effects:
1. the application fully utilizes the filling construction process of the filled side slope, buries and fills the precast concrete box body within a certain range of the potential most dangerous fracture surface of the high filled side slope and fills backfill in the precast concrete box body, thereby improving the shear strength of the backfill of the side slope and avoiding centralizing all reinforcement measures on the slope toe; or setting a permanent template (such as a profiling thin steel plate template and a reinforced concrete sheet) during construction to form and support newly-poured concrete, reducing formwork erection and dismantling, saving a large amount of template materials and formwork erection and dismantling workload, reducing the labor intensity of formwork erection and dismantling, facilitating filling operation, and setting the permanent template and a concrete box to bear force together after the concrete is hardened to resist slope deformation together;
2. the application combines with the gabion technology, avoids the shallow sliding collapse of the backfill slope, and improves the deep sliding safety coefficient of the slope body;
3. the method adopts a pre-embedded reinforcing body method, the reinforcing body is arranged at will in the whole process of filling the side slope, and the problems of large time period field and large difficulty in the conventional large-scale anti-slide pile construction can be avoided;
4. compared with a natural slope, the filling slope formed by adopting the method of pre-embedding the reinforcing body has the advantages that the anti-slip structure can be conveniently arranged and embedded at any position in the slope body by utilizing the slope filling process, so that the potential sliding surface can be directly broken by more vector arrangement, the slope rate can be increased, the occupied area is saved, and the reinforced earth retaining wall with relatively difficult construction quality control is avoided.
Drawings
FIG. 1 is a construction flow diagram of the present application;
FIG. 2 is a schematic illustration of a high fill side slope structure of the present application;
FIG. 3 is a schematic view of the construction of the drain according to the present application;
FIG. 4 is a schematic view of a gabion of the present application;
FIG. 5 is a top view of a concrete tank of the present application;
FIG. 6 is a schematic representation of the most dangerous fracture surface of a concrete box after reinforcement of the SLOPE using SLOPE/W in a GeoStudio as described in example 1.
In the figure, 1, an original slope body; 2. a slope roof; 3. slope; 4. a platform; 5. backfilling soil; 6. last-stage side slope; 20. a drainage ditch; 30. gabions; 31. a gabion upper cover; 32. a partition is arranged in the building; 33. the side surface is connected with the edge; 40. a concrete box; 41. a side panel; 42. a first panel connecting member; 43. and a second panel connecting component.
Detailed Description
The following description of the embodiments of the present application will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present application, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the application, fall within the scope of protection of the application.
It will be appreciated by those skilled in the art that in the present disclosure, the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," etc. refer to an orientation or positional relationship based on that shown in the drawings, which is merely for convenience of description and to simplify the description, and do not refer to or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus the above terms should not be construed as limiting the present application.
As shown in fig. 1 to 6, the construction method of the high fill side slope comprises the following construction steps:
s00, determining a construction area, and leveling the site to the designed elevation;
s10, determining the intersection coordinates of the potentially most dangerous fracture surface and the current layer, and marking and lofting;
preferably, after the first layer is provided with the concrete box, the slope safety coefficient is improved, the potential most dangerous fracture surface is changed, the concrete box is bypassed to form a new potential most dangerous fracture surface, and the intersection coordinates of the new potential most dangerous fracture surface and the second layer are recorded and marked for lofting;
s12, after the concrete box is arranged on the second layer, the slope safety coefficient is improved again, the potential most dangerous fracture surface is changed again, the concrete box is bypassed, a new potential most dangerous fracture surface is formed, and the intersection coordinates of the new potential most dangerous fracture surface and the third layer are recorded and marked for lofting;
s13, and the like until the safety coefficient of the high-fill side slope meets the requirement. The concrete boxes can be arranged layer by layer, and one concrete box is arranged at intervals of one layer or several layers, so long as the final slope safety coefficient can meet the design requirement.
In this embodiment, the calculation of the potentially most dangerous fracture surface can be determined by calculation software, as is known in the art. Based on the limit balance theory, the method of automatically positioning and searching the most dangerous sliding surface by SLOPE/W in Geostudio is utilized, the analysis type is Mongenson-Price, the inter-strip force function is a half sine function, the stability analysis is carried out on the high SLOPE 3 formed by backfilling, a concrete box body 40 is arranged in the intersection area of two sliding belts with the minimum safety coefficient, the concrete box body 40 is continuously added on the newly generated sliding surface, and the stability of the high filling side SLOPE 3 is judged by the calculated safety coefficient of the SLOPE 3 until the safety coefficient of the most dangerous sliding surface meets the design requirement.
For example, the results of this embodiment using SLOPE/W calculations in Geostudio are shown in FIG. 6:
by measurement, the sliding center coordinates of the calculated potentially most dangerous fracture surface are X= 43.15m Y = 41.015m, the sliding arc radius is R=40.83 m (the relative origin is the intersection point of the bottom surface and the side surface of the slope in fig. 6), and therefore the fracture surface represented by the slope safety coefficient after the concrete box 40 is reinforced can be drawn.
Wherein SLOPE/W is a module in the Geostudio software that is used for analysis of the stabilized SLOPE. The module may assist engineers and geologist in slope stability assessment, assessing possible landslide or rock collapse risk, and designing related earthworks or other civil engineering. The SLOPE/W module uses finite element analysis techniques and modern stability analysis methods to calculate the stability of the SLOPE, taking into account the characteristics of different types of soil and rock, including their strength, friction angle and permeability. By using the SLOPE/W module, a user can evaluate the impact of various ramp geometries, soil or rock characteristics, and additional loads on ramp stability, and make appropriate designs and improvements.
The method for automatically positioning and searching the most dangerous sliding surface is a method for automatically searching the least stable sliding surface position and inclination angle by carrying out finite element analysis on a slope and calculating stability indexes on sliding surfaces at different positions and inclination angles.
In the Morgenstern-Price model, the interior of a soil body is assumed to be a continuous medium, is subjected to the action of gravity in an equilibrium state, and has an elastic stress field and a plastic strain field. A half sine function is used as an inter-strip force function that represents the relationship of the shear stress and the positive stress of the soil mass over a horizontal interval.
In using SLOPE/W for stability analysis, the user needs to define the geometry of the SLOPE, the physical and mechanical properties of the soil and rock, and other loading and boundary conditions. The user may then calculate the stability of the ramp using an automatic position search most dangerous sliding surface method and obtain results regarding the most unstable sliding surface position, inclination, safety factor, etc. These results can help the user evaluate the stability of the ramp and design and improve as desired.
S20, hoisting the precast concrete box body 40 at a mark lofting position, and then carrying out layered filling and rolling compaction on the precast concrete box body 40 and each grade of slope body by using backfill soil 5; or setting up a permanent template at the mark lofting position and pouring concrete to form a cast-in-place concrete box body, and carrying out layered filling and rolling compaction on the cast-in-place concrete box body and each grade of slope body by backfill soil after the cast-in-place concrete box body is maintained;
in this embodiment, at the position where the concrete box 40 is required to be installed in the filling area, two side wall panels and two panel connecting members 43 are hoisted to form three complete side walls, and the other side wall area of the box is temporarily not installed, so that an earthmoving vehicle and rolling equipment can enter and exit the box, and the filling of soil inside and outside the box is required to be performed simultaneously, so that the side walls are prevented from being overturned by soil pressure. Each filling height (for example, each filling height is 0.5-1 m) inside and outside the box, the panel connecting member I42 is used for connecting the side panels 41, so that the overall stability is improved and the connection of the next-stage box body is prepared, and the overall elevation is increased by 0.5-1 m; and circulating until the backfilling of the slope 3 reaches the designed elevation.
Preferably, the concrete box 40 is transparent at the bottom and top, and is assembled from two side panels 41 and two panel connecting members. The box body is continuously installed along the axial direction of the side slope 3 and is provided with a settlement joint. The side panels 41 are gradually connected by the first panel connecting member 42, and the first panel connecting member 42 has a height of 0.5m to 1.0m. The side panels 41 of the end portions are connected by a second panel connecting member 43, and the second panel connecting member 43 has the same height as the side panels 41.
Preferably, the specific requirements of rolling compaction are:
1) Preparation before construction: and (3) removing site barriers, leveling the ground surface, and selecting proper construction machinery according to the characteristics and design requirements of the site backfill soil 5. Parameters such as the number of grinding passes, the thickness of the virtual pavement and the like are determined according to an on-site grinding experiment, the dumper paves and distributes materials, a bulldozer is used for flattening, the thickness of the virtual pavement is about 30cm, and the adjustment is carried out according to on-site conditions during actual construction.
2) And (3) construction rolling: transporting backfill 5 to a construction site for paving, layering and rolling the filler, wherein a vibration compaction method is adopted for rolling, the weight is firstly reduced and then increased, the two sides are firstly reduced and then increased, and the rolling speed of construction equipment is controlled;
in the range of 0.8m around the concrete box body 40, the narrow area of the construction operation surface is manually layered and paved, a flat vibrator or a frog ramming machine is used for compaction and manual leveling, a spacious area of the operation surface is mechanically paved and then is rolled by a road roller, 1/2-1/3 of wheels are generally pressed for reciprocating rolling during construction, and the rear wheels must exceed joints of two construction sections;
proceeding from the periphery to the middle until the compactness and the physical and mechanical indexes of the design requirement are reached. According to the size of each concrete box 40, a settlement joint is formed at intervals, so that the concrete box 40 is prevented from being extruded and deformed by a machine during leveling, the joint width is 2-3 cm, asphalt hemp batting is used for filling the joint between the inner side and the outer side, and the filling depth is not less than 15cm.
3) And (3) compactness detection: and (3) detecting the compactness of the rolled region, wherein the layering thickness of the filler is 300mm, and the compaction coefficient lambdac is not less than 0.95 so as to ensure the construction quality. If the construction quality requirement specified by the design is not met, rolling is continued until the construction quality requirement is met.
Preferably, the concrete tank 40 and the internal fill are weighted to determine the material composite shear strength parameters. The shear strength parameter of the internal filling can be obtained through a field direct shear test, and the shear strength parameter of the concrete adopts the standard strength value under each grade. The weighted intensity parameter c andexpressed as:
c＝(1-t)×c soil +t×c Concrete
Wherein: t is the ratio of the cross-sectional area of the concrete tank 40 to the total cross-sectional area of the fill and concrete tank 40. c is the comprehensive cohesion of the concrete casing 40 and the internal fill;a comprehensive internal friction angle for the concrete box 40 and the internal fill; />An internal friction angle for internal filling; c Soil The cohesive force of the internal filling soil; />Is the internal friction angle of the concrete tank 40; c Is of the type Is the cohesion of the concrete tank 40.
S30, constructing a gabion 30 on each grade of slope;
in this embodiment, the specific construction method is as follows:
1) And (3) measuring and lofting, namely staggering and arranging the gabions 30 in place on the leveled slope surfaces at all levels, and ensuring that the filling stones are not deformed after the gabions 30 are completely installed in place, wherein the filling stone height difference of two adjacent gabions 30 is not larger than 35cm.
2) The longitudinal through seam is avoided when the gabion 30 is placed, four sides of the gabion 30 are erected, adjacent edges are locked by binding wires, and when the binding is performed, the binding wires are spirally twisted around two overlapped frame wires or double twisting edges of the frame wires and the gabion, and the screw pitch is not more than 50mm;
when the gabion 30 is installed on the completed bottom layer net, binding wires are used for fixing the gabion 30 on the bottom layer gabion net along the lower frame of the newly installed gabion 30, and the adjacent gabion nets on the same layer are fastened with each other by using the binding wires, so that the gabion nets are connected into a whole.
3) The filling of the block stones is carried out, the particle size of the filling block stones is between 10 cm and 25cm, the filling block stones are firm and compact, the weathering resistance is strong, the reasonable size collocation is ensured, the void degree required by design is achieved, the exposed block stones are laid and leveled manually, the attractive surface is obtained, water flow is prevented from flowing the block stones out of meshes, and the straight line shape of the gabion 30 mesh is ensured.
4) Closing the upper cover 31 of the gabion, filling the gabion 30 with stones, then covering the top cover, screwing two overlapped frame wires by using binding wires, and paving fine-grained cohesive soil on the gabion 30 after building so as to plant grass, wherein the pitch is not more than 50 mm.
The gabion 30 includes a gabion upper cover 31, a built-in partition 32, and side joint edges 33.
S40, constructing the platform 4 and the drainage ditch 20 between the two adjacent side slopes 3;
in the embodiment, the heights of the slopes 3 of each stage between the slope top 2 and the last-stage slope 6 are 6-8m, the adjacent two-stage slopes 3 are transited through the poured concrete platform 4, and the width of each stage of platform 4 is 1.5-2.5 m.
S50, circulating the steps S10 to S40 until construction is carried out to the slope top 2;
s60, pouring the concrete surface layer of the slope roof 2, and completing construction.
In the embodiment, the high-fill side slope structure after construction is 30m, which comprises a slope top 2, a last-stage side slope 6, each stage of side slope 3 between the slope top 2 and the last-stage side slope 6, a platform 4 between the two stages of side slopes 3, a gabion 30, a concrete box 40, backfill 5, an original slope 1 and a drainage ditch 20, wherein the height of each stage of side slope 3 is 7m, the slope rate of each stage is 1:1.5, and the gabion 30 is arranged on the slope surface of each stage of side slope 3.
Preferably, a drain 20 is provided in each stage platform 4, the depth of the drain 20 being approximately 25cm. The heights of the slopes 3 of each level between the slope top 2 and the last-level slope 6 are 6-8m, the adjacent two-level slopes 3 are transited through the poured concrete platform 4, and the width of each level of platform 4 is 1.5-2.5 m.
The application is not described in detail in the prior art, and therefore, the application is not described in detail.
It will be understood that the terms "a" and "an" should be interpreted as referring to "at least one" or "one or more," i.e., in one embodiment, the number of elements may be one, while in another embodiment, the number of elements may be plural, and the term "a" should not be interpreted as limiting the number.
Although the terms of the original slope body 1, the slope top 2, the slope 3, the platform 4, the backfill 5, the last-stage slope 6, the drainage ditch 20, the gabion 30, the gabion upper cover 31, the built-in partition 32, the side joint edge 33, the concrete box 40, the side panel 41, the panel connecting member one 42, the panel connecting member two 43, and the like are used more herein, the possibility of using other terms is not excluded. These terms are used merely for convenience in describing and explaining the nature of the application; they are to be interpreted as any additional limitation that is not inconsistent with the spirit of the present application.
The present application is not limited to the above-mentioned preferred embodiments, and any person can obtain various other products without departing from the scope of the present application, but any changes in shape or structure of the present application are within the scope of the present application.
Claims (10)
1. The construction method of the high fill side slope is characterized by comprising the following construction steps:
s00, determining a construction area, and leveling the site to the designed elevation;
s10, determining the intersection coordinates of the potentially most dangerous fracture surface and the current layer, and marking and lofting;
s20, hoisting a precast concrete box body at a mark lofting position, and then carrying out layered filling and rolling compaction on the precast concrete box body and each grade of slope body by backfill soil; or setting up a permanent template at a mark lofting position and pouring concrete to form a cast-in-place concrete box body, and carrying out layered filling and rolling compaction on the cast-in-place concrete box body and each grade of slope body by backfill after the cast-in-place concrete box body is cured;
s30, performing gabion construction on the slope surfaces of all levels;
s40, constructing a platform and a drainage ditch between two adjacent grades of side slopes;
s50, circulating the steps S10 to S40 until construction is carried out to the top of the slope;
s60, pouring the concrete surface layer of the slope top, and completing construction.
2. The method of constructing a high fill slope according to claim 1, wherein in step S10, the specific step of determining the potentially most dangerous fracture surface is:
based on a limit balance theory, carrying out stability analysis on a high filling slope formed by backfilling and obtaining an intersecting coordinate with a current layer;
setting a concrete box in an intersection area of two sliding belts with the minimum safety coefficient in a simulation manner, continuously adding a concrete box body on a newly generated sliding surface, and simultaneously calculating the safety coefficient after the concrete box body is added and the corresponding new sliding surface position;
and judging the stability of the high-filling side slope based on the calculated side slope safety coefficient until the safety coefficient of the sliding surface with the minimum safety coefficient meets the design requirement.
3. The method for constructing a high-fill side slope according to claim 1, wherein in the steps S21 to S23, in the step S20, the top and the bottom of the concrete box body are through holes, the periphery is surrounded by side panels and panel connecting members, and the side panels of the plurality of concrete box bodies are sequentially connected by the connecting panel connecting members.
4. The method of constructing a high fill side slope according to claim 1, wherein in step S20, the concrete tank is installed continuously along the side slope axial direction and a settlement joint is provided.
5. The construction method of the high filling side slope according to claim 3, wherein in the step S20, the concrete steps of hoisting the precast concrete box body are as follows:
hoisting side panels and panel connecting members at the position where the precast concrete box needs to be installed in the filling area to form three complete side walls, and leaving one side free;
simultaneously filling soil into the inside and the outside of the box body;
each time the height is set, the panel connecting member is used for connecting the side panels;
until the backfill of the slope reaches the designed elevation.
6. The construction method of high fill side slope according to any one of claims 3-5, wherein in step S20, compaction is performed on the compacted area in the compaction step of backfill, and the compaction is continuously re-performed until the compaction reaches the design requirement.
7. The method of constructing a high fill side slope according to claim 6, wherein the filler has a layered thickness of 300mm and a compaction factor of not less than 0.95.
8. The construction method of high fill slope according to claim 1, wherein in step S30, the concrete steps of performing gabion construction on each slope are:
measuring and lofting, namely arranging the gabion of the object lattice on each level of slope surface to be leveled in a staggered joint manner;
the four sides of the gabion are erected, adjacent edges are locked by binding wires, and when the binding wires are locked, the binding wires are spirally twisted around two overlapped frame wires or double-twisted edges of the frame wires and the gabion;
filling the rock blocks of the binge gabion;
covering the top cover after filling the stone blocks in the gabion, and spirally tightening two overlapped frame wires by using binding wires;
fine cohesive soil is paved on the built gabion to plant grass.
9. The method for constructing a high-fill side SLOPE according to claim 2, wherein in step S10, the stability analysis is performed on the high-fill side SLOPE formed by backfilling by using the method for automatically locating and searching the most dangerous sliding surface by SLOPE/W in GeoStudio, the analysis type being the morgenson-Price, the inter-strip force function being a half sine function.
10. The method of constructing a high fill side slope according to any one of claims 1 to 5, wherein the width of each stage of platform is 1.5 to 2.5m.
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| CN202310993166.7A CN117005434A (en) | 2023-08-08 | 2023-08-08 | Construction method of high-fill side slope |
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