CN114575361A - Filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment - Google Patents
Filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment Download PDFInfo
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- CN114575361A CN114575361A CN202210301073.9A CN202210301073A CN114575361A CN 114575361 A CN114575361 A CN 114575361A CN 202210301073 A CN202210301073 A CN 202210301073A CN 114575361 A CN114575361 A CN 114575361A
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The invention relates to a filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment, which comprises the following steps: s10, carrying out layer-by-layer superfilling on the side slope edge and the part with poor dynamic compaction reinforcement effect to form a filling side slope; s20, performing dynamic compaction reinforcement treatment on the filling of the over-filled formed filling slope layer by layer; s30, carrying out on-site direct shear test and anchor rod basic test; s40, after the test is qualified, reversely excavating the filling side slope after dynamic compaction and reinforcement step by step to form a preset slope rate; s50, setting slope levels and support types according to the height of the slope; and S60, for the multistage slope, performing frame beam construction on the slope. The invention can form a steep slope rate, meet the requirement of construction land, fully utilize the dynamic compaction to perform pre-consolidation on the filler, reduce deformation after work to the maximum extent, meet the requirement of immediately developing engineering construction, and also can alleviate the problems of overlarge soil pressure, bent shearing on an anchor rod, hole collapse during anchor hole drilling and the like caused by filling settlement.
Description
Technical Field
The invention relates to the technical field of slope support, in particular to a filling slope anchor rod frame beam support method based on dynamic compaction reverse excavation treatment.
Background
When a construction land is created by adopting a filling leveling mode at present, in order to meet the requirements of project construction land maximization, greening, volume rate and the like, a side slope formed at the periphery of a filling site is often required to be relatively steep; moreover, after the construction land is formed on the top of the filling side slope, development and construction can be carried out as soon as possible according to the requirement of the construction period, so that the supporting and retaining structure and the filling side slope are required to have relatively small deformation after construction, otherwise, the subsequent engineering construction can be seriously influenced. And in the initial design stage, a reinforced retaining wall which is commonly used in a filling area is designed to be used as a supporting scheme of the peripheral side slope. However, the reinforced retaining wall as a flexible retaining structure has a large deformation, and it can only adopt rolling mode to perform filling treatment, and cannot relatively more properly eliminate the deformation of the filling in advance through dynamic compaction, so that it is difficult to meet the project progress requirement of the project.
And the dynamic compaction method can effectively reduce the porosity of the soil body and improve the filling compactness, thereby improving the strength of the rock-soil body and enhancing the stability. However, the dynamic compaction only can improve the strength inside the filling field generally, but the slope edge and the slope surface at the periphery of the filling area lack effective side limits, so that the reinforcing effect of the dynamic compaction is deficient, and what has the greatest influence on the stability of the slope is the rock and soil body strength of the slope and the slope surface at the periphery of the filling area.
Therefore, a method for supporting the anchor rod frame beam of the filling side slope, which can be based on dynamic compaction reinforcement and can consider that the reinforcing effect of the peripheral side slope and the slope surface of the filling area is deficient by dynamic compaction operation, is urgently needed.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment.
In order to realize the purpose of the invention, the invention adopts the following technical scheme: the filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment comprises the following steps:
s10, performing layer-by-layer superfilling on the slope edge and the part with poor dynamic compaction reinforcement effect to form a filling slope;
s20, performing dynamic compaction reinforcement treatment on the filling of the over-filled formed filling slope layer by layer;
s30, accurately testing the filling rock and soil body strength parameters of the filling side slope before and after dynamic compaction reinforcement by adopting an on-site direct shear test, and simultaneously pre-driving an anchor rod for an anchor rod bonding strength detection test of the dynamic compaction filling to develop an anchor rod basic test;
s40, after the test is qualified, reversely excavating the filling side slope after dynamic compaction reinforcement step by step to form a preset slope rate, ensuring that the residual slope after the reverse excavation is all in the effective reinforcement range of the dynamic compaction, and enabling the slope toe line to be retracted to the design range;
s50, setting slope levels and support types according to the height of the slope, wherein the strength of the slope levels and the support types is in direct proportion to the height of the slope; for the multistage slope, an anchor rod frame beam is adopted for supporting, and for the first-stage slope, a retaining wall is adopted for supporting;
and S60, for the multistage slope, performing frame beam construction on the slope.
Further, in step S30, after the dynamic compaction reinforcement treatment, a trial compaction operation is performed, a field direct shear test is performed to confirm the dynamic compaction operation parameters, and after the dynamic compaction reinforcement treatment is completed, a field direct shear test and an anchor rod basic test are performed to recheck the parameter results.
In the step, the parameter result can be conveniently rechecked subsequently, so that more accurate data can be obtained, and a strength parameter basis is provided for selection and design of a subsequent slope supporting scheme, which is an effect that the prior art can not achieve only through a single test.
Further, in step S50, each grade of side slope corresponds to a grade of support, and if the grade of side slope is a grade, a retaining wall is used as the support.
According to the arrangement, the support with the highest safety performance can be selected according to the support type with the highest high selectivity price ratio of the side slope instead of blindly selecting the support with the highest safety performance, and the cost can be obviously reduced.
Further, the specific step of step S50 is:
s51, excavating and profile trimming the soil body of the side slope, excavating a layout channel of the frame beam, and drilling an anchor rod in the layout channel;
s52, installing pouring templates in the arrangement channel to form a pouring area and ensure that the pouring templates protrude out of the slope, and connecting and fixing the two opposite pouring templates through a split screw;
s53, pouring the pouring area to form a frame beam;
s54, leveling the top of each frame beam through a sliding leveling system;
and S55, after the concrete reaches the designed strength after the concrete is strickled off, removing the sliding strickle-off system and pouring the template.
Further, the system is strickleed off in slip is including setting up the slide rail of the frame left and right sides, locating the slip between two slide rails and scraping the pole and be used for fixing the slide rail in domatic fixed knot structure, and it is equipped with the altitude mixture control structure to slide between scraping pole and the slide rail to make the slip scrape the pole and can carry out altitude mixture control according to the not template of pouring of co-altitude.
This setting can very conveniently strickle the operation to the frame roof beam, and subsequent meticulous repairment can be carried out by the manual work or not repairment, and is decided according to actual conditions.
Furthermore, a sliding groove is formed in the sliding rail, the height adjusting structure comprises a sliding block, a connecting sliding block, an adjusting rod and a locking piece, the sliding block is connected with the sliding groove in a sliding mode, the adjusting rod is used for sliding to scrape the rod, the locking piece is used for locking the adjusting rod, one end of the adjusting rod is connected with the sliding block, and the other end of the adjusting rod penetrates through the sliding to scrape the rod.
This setting can conveniently be adjusted and slide the height of scraping the pole to reply not co-altitude mould of pouring, simple structure, convenient operation.
Furthermore, the adjusting rod is provided with a plurality of positioning holes at even intervals along the length direction, so that the locking piece can lock the adjusting rod by inserting the positioning holes.
Furthermore, the fixed knot constructs including locating fixed plate and the pointed end of slide rail bottom, and this pointed end is used for inserting in the step soil body of side slope, and this fixed plate is fixed in this step soil body through the connecting piece.
The arrangement can firmly fix the slide rail on the side slope, is convenient to operate, and can be used for backfilling the hole after the slide rail is detached subsequently.
Furthermore, the fixed knot constructs still including locating the multiunit connecting plate of slide rail left and right sides, and this connecting plate is fixed in the slide rail on the domatic of side slope through the connecting piece.
This setting can guarantee that the slide rail can paste flatly on domatic, improves and scrapes the flat quality.
And the width of the excess material recovery groove is smaller than that of the sliding strickling system, the width of the excess material recovery groove is larger than that of the frame, and the excess material recovery groove is erected on a step soil body of the side slope and used for receiving excess material generated by the sliding strickling system during strickling.
By the arrangement, redundant concrete can be effectively recycled, and subsequent cleaning operation is facilitated.
The working principle and the beneficial effects are as follows: 1. the invention can not only form the required slope rate stably and meet the requirements of construction land and the like, but also fully utilize the dynamic compaction to compress the filler in advance, reduce the deformation after construction to the maximum extent and meet the requirement of immediately developing the engineering construction in the follow-up process;
2. the method is characterized in that an on-site direct shear test is also carried out before reverse excavation to accurately test the strength parameters of the filled rock-soil body before and after dynamic compaction reinforcement, and an anchor rod basic test obtains anchor rod bonding strength parameters as design parameters of an anchor rod frame beam, so that strength parameter basis is provided for selection and design of a subsequent slope supporting scheme, and the slope constructed according to the method can improve the internal friction angle of a soil body by about 2-5 degrees, and the cohesive force can be improved by 3-10 kPa, so that the stability of the filled slope after dynamic compaction reinforcement by the method is effectively improved, and the deformation is obviously reduced.
Drawings
FIG. 1 is a block flow diagram of the present invention;
FIG. 2 is a schematic representation of the present invention after completion of construction;
FIG. 3 is a schematic structural view of the sliding strike-off system of the present invention;
FIG. 4 is a schematic structural view of the height adjustment structure of FIG. 3;
fig. 5 is a partial structural schematic view of the refuse collecting chute.
In the figure, 1, a side slope; 2. an anchor rod; 3. a frame beam; 4. pouring a template; 5. oppositely pulling the screw rod; 6. a slide rail; 7. sliding the scraping rod; 8. a slider; 9. positioning holes; 10. adjusting a rod; 11. a locking member; 12. a fixing plate; 13. a tip; 14. a connecting plate; 15. a residual material recovery tank; 16. and (6) opening holes.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
It will be understood by those skilled in the art that in the present disclosure, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in an orientation or positional relationship indicated in the drawings for ease of description and simplicity of description, and do not indicate or imply that the referenced device or element 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 invention.
In the case of the example 1, the following examples are given,
as shown in fig. 1, the method for supporting the filled slope anchor rod frame beam based on dynamic compaction reverse excavation treatment comprises the following steps:
s10, performing layer-by-layer superfilling on the edge of the side slope 1 and the part with poor dynamic compaction reinforcement effect to form a filling side slope 1;
in the step, the part needing to be subsequently removed is only retained, and the filling body effectively reinforced by dynamic compaction is only retained;
s20, performing dynamic compaction reinforcement treatment on the filling of the superfilling filling formed filling slope 1 layer by layer;
in the step, the effective reinforcement depth of the reinforced foundation is determined according to on-site trial tamping or local experience, the site is treated by adopting a strong tamping with the tamping energy of 1000-12000 kN.m, and a series of strong tamping operations are carried out when the filling is 5-14 m thick. The weight of the rammer is 10-40 tons, according to the scheme of point ramming for 2 times and full ramming for 1 time, ramming points are arranged in an equilateral triangle, each point ramming is not less than 10 strokes, and the standard of stopping the rammer is that the average ramming weight of the last 2 strokes is not more than 10 cm;
s30, accurately testing the filling rock and soil mass strength parameters of the filling side slope 1 before and after dynamic compaction reinforcement by adopting a field direct shear test, and simultaneously pre-driving the anchor rod 2 for a bonding strength detection test of the anchor rod 2 for dynamic compaction filling to develop a basic test of the anchor rod 2;
in the step, both a field direct shear test and an anchor rod 2 basic test are common technical means in the field, and detailed description of specific operation steps is omitted, but the innovation point of the method is that firstly, a trial tamping operation is carried out after dynamic consolidation treatment, the field direct shear test is carried out to confirm dynamic consolidation operation parameters, and then, the field direct shear test and the anchor rod 2 basic test are carried out after the dynamic consolidation treatment is finished, and a rechecking parameter result is used, so that a subsequent rechecking parameter result can be conveniently carried out, more accurate data can be obtained, and a strength parameter basis is provided for selection and design of a subsequent slope 1 supporting scheme, the effect cannot be achieved by a single test in the prior art, and the subsequent steps can be carried out just because of the operation;
s40, as shown in figure 2, after the test is qualified, reversely excavating the filling side slope 1 subjected to dynamic compaction reinforcement step by step to form a preset slope rate, ensuring that the rest slope bodies after the reverse excavation are all in the effective reinforcement range of the dynamic compaction, and enabling the slope toe line to be recovered to the design range;
s50, as shown in figures 3-5, constructing the frame beam 3 on the side slope 1;
s51, excavating and profile trimming the soil body of the side slope 1, excavating a distribution channel of the frame beam 3, and drilling an anchor rod 2 in the distribution channel;
s52, installing pouring templates 4 in the arrangement channel to form a pouring area and ensure that the pouring templates 4 protrude out of the slope, and connecting and fixing the two opposite pouring templates 4 through the opposite-pulling screw rods 5;
s53, pouring the pouring area to form the frame beam 3;
s54, leveling the top of each frame beam 3 through a sliding leveling system;
s55, after the concrete reaches the design strength after the leveling, removing the sliding leveling system and the pouring template 4;
in steps S50 to S55, after the frame beam 3 is constructed, the subsequent steps, such as setting supports or placing plant bags, can be performed;
s60, setting the grade number of the side slope 1 and the support type according to the height of the side slope 1, wherein the strength of the grade number of the side slope 1 and the support type is in direct proportion to the height of the side slope 1; for the multistage side slope, an anchor rod frame beam is adopted for supporting, and for the first-stage side slope, a retaining wall can be adopted for supporting.
In the step, each grade of side slope 1 corresponds to a first grade support, and if the grade of the side slope 1 is a first grade, a retaining wall is adopted as the support. If the height of the side slope 1 is only below 10m, a first-stage side slope 1 can be selected, then a retaining wall is adopted, if the height of the side slope 1 is more than 1m, a plurality of stages of side slopes 1 can be selected according to the situation, then each stage is supported, wherein the supporting structure is the prior art, and the detailed description is omitted here.
In this embodiment, the system is strickleed off in slip is including setting up the slide rail 6 of the frame left and right sides, locating the slip between two slide rails 6 and scraping pole 7 and be used for fixing slide rail 6 the domatic fixed knot structure, and it is equipped with the altitude mixture control structure to slide between scraping pole 7 and the slide rail 6 to make the slip scrape pole 7 can carry out the altitude mixture control according to not pouring template 4 of co-altitude. The sliding rail 6 is provided with a sliding groove, the height adjusting structure comprises a sliding block 8 connected with the sliding groove in a sliding manner, an adjusting rod 10 connected with the sliding block 8 and the sliding scraping rod 7, and a locking piece 11 used for locking the adjusting rod 10, one end of the adjusting rod 10 is connected with the sliding block 8, and the other end of the adjusting rod passes through the sliding scraping rod 7. Can strickle the operation very conveniently to frame roof beam 3, subsequent meticulous finishing can be carried out or not repaiied by the manual work, and is decided according to actual conditions, can conveniently adjust the height that the pole 7 was scraped in the slip moreover to reply not co-altitude mould of pouring, simple structure, convenient operation.
Preferably, the adjusting rod 10 is provided with a plurality of positioning holes 9 at regular intervals along the length direction, so that the locking member 11 can lock the adjusting rod 10 by inserting the positioning holes 9, and the hole pitch between two adjacent positioning holes 9 can be set to 0.5cm, because only the redundant concrete on the frame beam 3 is scraped, and the mechanical processing or building construction with high precision requirement is not performed, so that the precision requirement is not high.
Preferably, the fixing structure comprises a fixing plate 12 provided at the bottom of the slide rail 6 and a tip 13, the tip 13 is used for being inserted into the step soil body of the slope 1, and the fixing plate 12 is fixed in the step soil body through an anchor rod 2 or other parts.
Preferably, the fixing structure further comprises a plurality of sets of connecting plates 14 arranged on the left side and the right side of the slide rail 6, and the connecting plates 14 fix the slide rail 6 on the slope surface of the side slope 1 through connecting pieces.
Preferably, the scraping system further comprises a residual material recycling groove 15 with the width smaller than that of the sliding scraping system, the width of the residual material recycling groove 15 is larger than that of the frame, and the residual material recycling groove 15 is erected on a step soil body of the side slope 1 and used for receiving residual materials generated in the scraping process of the sliding scraping system. Wherein this clout accumulator 15 directly places in the toe of each grade side slope 1 department, can also set up the trompil 16 of dodging frame beam 3 moreover on clout accumulator 15, so can receive the clout better.
In this embodiment, if the construction requires temporary encroachment of the red line, the operation is performed after approval, and then the toe line is retracted to the design range in step S40.
In the case of the example 2, the following examples are given,
in this embodiment, the dynamic compaction requirements used in embodiment 1 are:
firstly, the effective reinforcement depth of a reinforced foundation is determined according to field trial tamping or local experience, and the initial setting of single-shot tamping energy is 4000 kN.m;
secondly, the tamping times of the tamping points are determined according to a relation curve of the tamping times and the tamping settlement obtained by field trial tamping, and the following conditions are met simultaneously:
1. the average ramming weight of the last two strokes is not more than 100 mm.
2. The ground around the ramming pit should not be excessively raised.
3. The hammer lifting difficulty caused by too deep tamping pit does not occur.
Thirdly, dynamic compaction is carried out twice, wherein the first time is to carry out dynamic compaction on the filling soil on the basis of removing plants and organic soil on the surface layer of the field; and the second time is to carry out dynamic compaction treatment on the backfilled soil after the backfilled soil in the tamping pit so as to enhance the compactness of the filled soil and improve the bearing capacity. The tamping points are jumped from inside to outside in an interlaced way.
Fourthly, the tamping points are arranged in an equilateral triangle mode according to specific positions falling on the column positions as much as possible, the distance between the first tamping points can be 3 times of the diameter of the tamping hammer, and the second tamping points are located between the first tamping points. And after the two times of dynamic compaction are finished, the whole field is fully compacted for two times. The full-compaction tamping energy is 1500kN.m, the full-compaction tamping position is one third of the hammer diameter mutual pressure, and the tamping number of each point every time is 2.
Fifthly, the ramming interval time mainly depends on the dissipation time of the hyperstatic pore water pressure of the field; the interval time of the cohesive soil foundation with poor permeability is generally not less than 2-3 weeks; the foundation with better permeability can be continuously rammed.
Sixthly, construction sequence: cleaning and leveling the construction site → the first dynamic compaction → the second dynamic compaction → the full compaction (twice) → leveling the site to the next control elevation → repeating the above steps until the elevation of the bottom plate of the basement of the building (the elevation of the outdoor floor when no basement is available).
Seventhly, backfilling requirements are as follows: the organic matter content in the soil material is not more than 5 percent, the soil material does not contain expansive soil, and when the soil material contains broken stone, the grain diameter of the broken stone is not more than 50 mm.
And eighthly, after the first-time dynamic compaction is finished, detecting the foundation to determine the dynamic compaction effect. After full tamping is finished, testing of bearing capacity of the foundation and compression modulus of soil layers in the effective reinforcing depth after tamping is carried out, in-situ testing and indoor geotechnical testing are adopted for testing, the testing quantity is required to ensure load testing of each building foundation, the testing points are not less than 3 points, and the requirements of national and local specifications are met.
And ninthly, the static lifting pressure value at the hammer bottom is more than 35 kPa.
And tentatively finding out the positions, elevations and the like of underground structures and various underground pipelines in the field range before foundation treatment construction, and taking necessary measures to avoid damage caused by construction.
And eleventh, carrying out typical construction tests before dynamic compaction and tamping to determine tamping energy and tamping number and the safety influence range of tamping construction on surrounding built buildings.
And twelfth, during dynamic compaction construction, the underground water level burial depth needs to be paid attention to, the dynamic compaction construction effect is prevented from being influenced, the construction safety is ensured, and water reducing measures need to be taken if necessary.
Thirteen, the water content of the artificial filling layer is obviously increased in rainy season, and the smooth construction and reinforcement effects of the dynamic compaction and the combined hammer are influenced, so that the construction in rainy season is avoided as much as possible. During construction in rainy season, in order to avoid surface water accumulation, a drainage ditch must be dug, and the position of the drainage ditch can be determined according to the field condition.
Fourteen, in order to ensure the construction quality, construction records must be made in the project, and construction and acceptance requirements are executed according to relevant terms in building foundation treatment technical specifications (JGJ79-2012) and building foundation project construction quality acceptance standards (GB 50202-2018).
And fifthly, if buildings exist around the site, in order to ensure the safe use of the buildings, a shockproof ditch needs to be dug between the dynamic compaction foundation and the built buildings before tamping, the shockproof ditch is close to a seismic source, and the specific position and the ditching size are determined according to the site conditions. During construction, the observation of settlement and displacement of surrounding buildings is enhanced.
Sixthly, if the quakeproof ditch still cannot meet the control standard, the dynamic compaction energy should be properly adjusted, and the quakeproof ditch can be also used as the drainage ditch by a construction unit during construction in rainy seasons.
Seventhly, detection: and after treatment, the characteristic value of the bearing capacity of the foundation determined by a field load test is not less than 180KPa, and the compaction coefficient of the plain soil serving as the independent foundation design after ramming is not less than 0.97. The compaction coefficient of the compacted pile foundation design element is not less than 0.95.
Eighteen, when the bearing capacity of the construction site soil does not meet the requirements of equipment walking and construction operation, loose materials with the thickness of 0.5-2.0 m can be paved on the surface layer to form a hard layer on the site.
Nineteen, in the construction process, a quality inspector is responsible for data collection, rammer inspection, rechecking point positions and the like to ensure construction quality.
The details of the present invention are not described in detail since they are prior art.
It is understood that the terms "a" and "an" should be interpreted as meaning "at least one" or "one or more," i.e., that a quantity of one element may be one in one embodiment, while a quantity of another element may be plural in other embodiments, and the terms "a" and "an" should not be interpreted as limiting the quantity.
Although the terms of slope 1, anchor rods 2, frame beam 3, casting form 4, counter-pull screws 5, slide rails 6, slide bars 7, sliders 8, positioning holes 9, adjusting rods 10, locking members 11, fixing plates 12, tips 13, connecting plates 14, excess material recycling grooves 15, openings 16, etc. are used more herein, the possibility of using other terms is not excluded. These terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed as being without limitation to the spirit of the present invention.
The present invention is not limited to the above-mentioned preferred embodiments, and any other products in various forms can be obtained by anyone in the light of the present invention, but any changes in the shape or structure thereof, which have the same or similar technical solutions as the present application, fall within the protection scope of the present invention.
Claims (10)
1. A filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment is characterized by comprising the following steps:
s10, performing layer-by-layer superfilling on the slope edge and the part with poor dynamic compaction reinforcement effect to form a filling slope;
s20, performing dynamic compaction reinforcement treatment on the filling of the over-filled formed filling slope layer by layer;
s30, accurately testing the filling rock and soil body strength parameters of the filling side slope before and after dynamic compaction reinforcement by adopting an on-site direct shear test, and simultaneously pre-driving an anchor rod for an anchor rod bonding strength detection test of the dynamic compaction filling to develop an anchor rod basic test;
s40, after the test is qualified, reversely excavating the filling side slope after dynamic compaction reinforcement step by step to form a preset slope rate, ensuring that the residual slope after the reverse excavation is all in the effective reinforcement range of the dynamic compaction, and enabling the slope toe line to be retracted to the design range;
s50, setting slope levels and support types according to the height of the slope, wherein the strength of the slope levels and the support types is in direct proportion to the height of the slope; and for the multistage side slope, an anchor rod frame beam is adopted for supporting, and for the first-stage side slope, a retaining wall is adopted for supporting.
S60, for the multistage slope, frame beam construction is carried out on the slope;
2. the filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment of claim 1, wherein in step S30, after the dynamic compaction reinforcement treatment, a trial compaction operation is performed, a field direct shear test is performed to confirm dynamic compaction operation parameters, and after the dynamic compaction reinforcement treatment is completed, a field direct shear test and an anchor rod basic test are performed to recheck parameter results.
3. The method for supporting a filled slope anchor rod frame beam based on dynamic compaction reverse excavation processing of claim 1, wherein in step S50, each grade of slope corresponds to one grade of support, and if the grade of the slope is one grade, a retaining wall is used as the support.
4. The filling slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment of claim 1, wherein the concrete steps of the step S50 are as follows:
s51, excavating and profile trimming the soil body of the side slope, excavating a layout channel of the frame beam, and drilling an anchor rod in the layout channel;
s52, installing pouring templates in the arrangement channel to form a pouring area and ensure that the pouring templates protrude out of the slope, and connecting and fixing the two opposite pouring templates through a split screw;
s53, pouring the pouring area to form a frame beam;
s54, leveling the top of each frame beam through a sliding leveling system;
and S55, after the concrete reaches the designed strength after the concrete is strickled off, removing the sliding strickle-off system and pouring the template.
5. The filling side slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment according to claim 4, wherein the sliding strickling system comprises slide rails erected on the left and right sides of the frame, a sliding strickling rod arranged between the two slide rails, and a fixing structure for fixing the slide rails on a slope surface, and a height adjusting structure is arranged between the sliding strickling rod and the slide rails, so that the sliding strickling rod can be adjusted in height according to pouring templates with different heights.
6. The fill slope anchor rod frame beam supporting method based on dynamic compaction reverse excavation treatment according to claim 1, wherein a sliding groove is formed on the sliding rail, the height adjusting structure comprises a sliding block connected with the sliding groove in a sliding manner, an adjusting rod connecting the sliding block and the sliding scraping rod, and a locking member for locking the adjusting rod, one end of the adjusting rod is connected with the sliding block, and the other end of the adjusting rod penetrates through the sliding scraping rod.
7. The fill slope anchor rod frame beam support method based on dynamic compaction reverse excavation processing of claim 6, wherein the adjusting rod is provided with a plurality of positioning holes at even intervals along the length direction, so that the locking member can lock the adjusting rod by inserting the positioning holes.
8. The filled slope anchor rod frame beam support method based on the dynamic compaction reverse excavation treatment of claim 7, wherein the fixing structure comprises a fixing plate arranged at the bottom of the slide rail and a tip end, the tip end is used for being inserted into a step soil body of a slope, and the fixing plate is fixed in the step soil body through a connecting piece.
9. The method of claim 8, wherein the fixed structure further comprises a plurality of sets of connecting plates disposed on the left and right sides of the slide rail, the connecting plates fixing the slide rail to the slope surface of the side slope via connecting members.
10. The fill slope anchor rod frame beam support method based on dynamic compaction reverse excavation treatment of claim 9, further comprising a surplus material recycling groove with a width smaller than that of the sliding strickling system, wherein the surplus material recycling groove is wider than the frame, and is erected on a step soil body of a slope to receive surplus material generated when the sliding strickling system strickles.
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