CN117364799A - Bench back backfill standardized construction method - Google Patents
Bench back backfill standardized construction method Download PDFInfo
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- CN117364799A CN117364799A CN202311279960.1A CN202311279960A CN117364799A CN 117364799 A CN117364799 A CN 117364799A CN 202311279960 A CN202311279960 A CN 202311279960A CN 117364799 A CN117364799 A CN 117364799A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000000945 filler Substances 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims abstract description 11
- 238000005096 rolling process Methods 0.000 claims abstract description 11
- 238000013461 design Methods 0.000 claims abstract description 10
- 238000004140 cleaning Methods 0.000 claims abstract description 9
- 239000002689 soil Substances 0.000 claims description 55
- 239000000463 material Substances 0.000 claims description 14
- 238000001514 detection method Methods 0.000 claims description 12
- 239000002002 slurry Substances 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 10
- 238000005056 compaction Methods 0.000 claims description 10
- 239000000758 substrate Substances 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 5
- 239000003864 humus Substances 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 description 8
- 235000019353 potassium silicate Nutrition 0.000 description 5
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 230000009191 jumping Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000036632 reaction speed Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000009418 renovation Methods 0.000 description 1
- 238000001223 reverse osmosis Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Road Paving Structures (AREA)
Abstract
The invention relates to a standard construction method for backfilling the abutment back, belonging to the technical field of bridge abutment back backfilling construction. The method comprises the following steps: s1: cleaning the backfill area, cleaning the backfill area and ensuring the surface of the backfill area to be smooth; s2: step digging is carried out in a grading manner, and step-shaped construction surfaces are formed by carrying out layered digging on the foundation; s3: determining grouting positions and determining grouting hole sites according to design requirements; s4: filling, namely filling on the step surface; s5: tiling, namely tiling the whole step surface by using the filler; s6: flattening and compacting, rolling the filler on the step surface and grouting at a grouting position; s7: detecting whether the step surface is qualified or not, detecting the compacted step surface, if so, executing the step S3, and if not, executing the step S6; s8: checking and accepting; the invention solves the problem that the existing bridge abutment back backfill is settled for various reasons to cause the jump of the bridge head of the expressway.
Description
Technical Field
The invention belongs to the technical field of bridge culvert bench back backfill construction, and particularly relates to a bench back backfill standardized construction method.
Background
Along with the development of the highway construction of China, the number of the structural engineering entity structures such as bridges and culverts is exponentially increased, the requirements on the grade standard of the highway, the safety, the comfort and the like of the running of vehicles are higher, the sedimentation requirement on the backfill soil of the bridge abutment back is higher and higher, the problem of the jump of the bridge head of the highway is more and more caused by the sedimentation of the backfill soil of the bridge abutment back, the main reasons for the sedimentation of the backfill soil of the bridge abutment back include the uneven problem after the backfill soil and lime are mixed, the backfill of the abutment back is in the low-temperature construction period in winter, the water content is easily increased after the temperature is increased, the effective stress is increased, and the self-weight consolidation sedimentation is generated; due to atmospheric rainfall, the dead weight stress of part of soil in the backfill soil foundation is increased when the soil meets water, and sedimentation deformation is generated; after the backfill on the bench back subsides, the bridge abutment butt strap and the backfill are caused to be loosened, tensile stress is generated, and finally the bench back pulling plate cracks are generated.
So the strength of backfill is improved, the contact between the abutment back backfill and the abutment butt strap is more compact, and the problem caused by settlement of the abutment back backfill can be effectively solved.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a standard construction method for backfilling the abutment back, which solves the problem that the existing backfilling soil for the abutment back is settled for various reasons to cause the jump of the abutment head of the expressway.
The aim of the invention can be achieved by the following technical scheme: a standard construction method for backfilling the bench back comprises the following steps:
s1: cleaning the backfill area, cleaning the backfill area and ensuring the surface of the backfill area to be smooth;
s2: step digging is carried out in a grading manner, and step-shaped construction surfaces are formed by carrying out layered digging on the foundation;
s3: determining grouting positions and determining grouting hole sites according to design requirements;
s4: filling, namely filling on the step surface;
s5: tiling, namely tiling the whole step surface by using the filler;
s6: flattening and compacting, rolling the filler on the step surface and grouting at a grouting position;
s7: detecting whether the step surface is qualified or not, detecting the compacted step surface, if so, executing the step S3, and if not, executing the step S6;
s8: checking and accepting, and detecting flatness, compactness and deflection value transverse slopes after bridge abutment backfilling is finished.
As a preferable technical scheme of the invention, in the step S3, the size of the grouting hole site spacing and the diameter should meet the following requirements:
wherein: t is grouting time, n is soil porosity, K is soil permeability coefficient, v is cement slurry motion viscosity coefficient, h is grouting pressure, r 0 Radius of grouting hole, d e Is the effective grain diameter of soil body pore.
As a preferred embodiment of the present invention, in step S6, the grouting material is ordinary portland cement with a strength grade of p.o42.5.
As a preferable technical scheme of the invention, in the step S6, the grouting pressure is 1.0-2.0 MPa.
As a preferable technical scheme of the invention, in the step S1, foundation surface soil, sundries, soft soil and humus in the backfill range are all cleaned out of the foundation pit backfill range when the backfill area is cleaned, and the surface of the backfill area is kept flat.
As a preferred embodiment of the present invention, in step S2, the bearing capacity of the substrate is detected.
As a preferred embodiment of the present invention, in step S4, the filler may be sand gravel, which is a finely divided material having a particle size of 5-10 cm.
As a preferable technical solution of the present invention, in step S6, the degree of compaction of each step surface is 95%.
As a preferable technical scheme of the invention, in the step S7, 3-5 detection points, a cone slope protection detection point and a water content detection point are arranged on each layer of step surface.
As a preferable technical scheme of the invention, in the step S8, the flatness deviation value is 15mm, the compactness is 96%, and the deflection value is + -0.3%.
The beneficial effects of the invention are as follows: the strength of backfill soil is improved by grouting the step surface of each layer in the process of backfilling the abutment back, so that the contact between the abutment back backfill soil and the abutment lapping plate is more compact, the filling soil and the original foundation are connected into a solid whole, the stability and the unit bearing capacity of the filling soil are improved, the firmness and the anti-sedimentation capacity are improved, gaps existing in sand holes, gaps and the like after the compaction of the backfill soil are reduced, the backfill soil is more uniform, the filling positions are basically filled, sedimentation and seepage phenomena are reduced, and the problem that the existing abutment back backfill soil is sedimentated for various reasons to cause the occurrence of highway bridge head jump is solved.
Drawings
The present invention is further described below with reference to the accompanying drawings for the convenience of understanding by those skilled in the art.
FIG. 1 is a flow chart of the construction process of the present invention;
FIG. 2 is a schematic plan view of a grouting borehole according to the present invention;
FIG. 3 is a schematic elevation view of a grouting borehole according to the present invention;
description of the main reference signs
In the figure: 1. abutment strap; 2. grouting holes; 3. a bridge abutment; 4. backfilling the bench back.
Detailed Description
In order to further describe the technical means and effects adopted by the invention for achieving the preset aim, the following detailed description is given below of the specific implementation, structure, characteristics and effects according to the invention with reference to the attached drawings and the preferred embodiment.
Referring to fig. 1-3, the embodiment provides a standard construction method for backfilling of a bench back, which comprises the following steps:
s1: cleaning a backfill area, cleaning the backfill area, ensuring the surface smoothness of the backfill area, and after the foundation pit is cleaned, leveling the bottom of the foundation pit, and then rolling, wherein the compactness meets the requirements of a design drawing;
s2: step digging is carried out in a grading manner, the step is dug in a layering manner on a foundation to form a step-shaped construction surface, the step is dug to a stable soil layer (the step width is 1-2 m) with compact roadbed compaction, effective connection between a reverse step of the roadbed and backfill soil 4 on the back of a bridge (culvert) is ensured, and meanwhile, the step is inclined inwards by 2-4% to form a reverse slope step;
s3: determining a grouting position, and determining a grouting hole site on the step surface according to design requirements;
s4: filling materials are carried out on the step surface, filling materials which are prepared before filling are transported to a bridge (culvert) back backfill range after inspection are carried out by utilizing a loading mode of an excavator or a loader and a transporting vehicle, and each filling material is uniformly dumped in a backfill area according to the loading square quantity of the transporting vehicle and the paving thickness of each layer;
s5: tiling, namely tiling the whole step surface with the filler, transporting the backfill in place, performing a tiling operation by utilizing a bulldozer in combination with an excavator, tiling a material pile dumped by a transport vehicle according to the loose tiling thickness approved by a first piece of engineering, and ensuring that the whole tiling surface is smooth;
s6: flattening and compacting, namely rolling the filler on the step surface, grouting at a grouting position, and rolling the paved and flattened filler within the range of +/-2% of the optimal water content, wherein the large surface is immediately rolled by a vibratory roller, and the filler is filled once and can meet the design width requirement after compaction and renovation; the distance and vibration amplitude between the road roller and the structural object are paid attention to during rolling, the safety of the structural object is ensured, and the rear wheel of the road roller is overlapped by 1/2 of the wheel width during rolling; the rolling is carried out until the compactness required by the design and the specification, the specific rolling pass number is determined according to the test data of the first engineering, and grouting is carried out simultaneously in the rolling process, so that the slurry fills the capillary holes of the soil body, and the stability and the firmness of the filled soil body are ensured. During grouting, the quantity, uniformity and consistency of grouting are required to be paid attention to, and the grouting pipe must be prevented from falling off in the grouting process;
s7: detecting whether the step surface is qualified or not, detecting the compacted step surface, if the compaction degree is qualified, executing the step S3 to determine the grouting position of the next step surface and perform the subsequent filling process, and if the step surface is unqualified, executing the step S6 to compact the step surface from the new step surface until the designed standard is reached;
s8: after the checking and accepting are completed, the checking and accepting can be completed after the flatness, compactness, deflection value transverse slope and width of the backfill area of the abutment 3 are detected to be qualified.
In step S1, the substrate soil must be compacted, and if the substrate is cultivated land or loose soil, the substrate should be compacted before filling, and the compaction degree must not be lower than 90%.
Because the back backfill is a key link of the roadbed construction stage, the backfill quality is related to whether uneven settlement occurs on the back roadbed after the road is built and put into service, and further the phenomenon of jumping vehicles is caused, the travelling comfort is affected and the damage of a structural object and a road surface is accelerated, so that the condition that the travelling comfort is affected and the damage of the structural object and the road surface is accelerated due to the phenomenon of jumping vehicles caused by settlement of the back roadbed is reduced for improving the backfill quality.
By grouting the backfilled soil in the compaction process of the backfilled soil at the steps of each layer during the bench back backfilling construction, the grouting material can fully permeate the filling soil and fill gaps existing in sand holes, gaps and the like, so that the filling soil is more uniform, the filling soil is fully compressed and compact, the compactness of the filling soil is improved, and the sedimentation and seepage phenomena of the filling soil are reduced. Simultaneously, holes are drilled according to quincuncial arrangement during grouting, vertical grouting holes 2 are sequentially jumped from bottom to top for grouting at intervals, positions of the grouting holes 2 are determined during backfilling of step surfaces of each layer, grouting can cover a wider area and well adapt to geological conditions, more continuous and uniform grouting bodies can be formed in soil according to the sequentially jumped holes from bottom to top for grouting, stability and bearing capacity of the whole filling soil are guaranteed, and quality and strength of a foundation are effectively improved.
In order to determine the diameter and the interval of the grouting holes 2 to ensure the effective diffusion of the slurry and the solidification of the slurry after grouting reinforcement and effectively reinforce the soil body, the backfill soil strength is improved, in the embodiment, in the step S2, the distance and the diameter of the grouting holes should meet the following requirements:wherein: t is grouting time, and 600s is taken; n is soil porosity, taking 2.8%; k is the soil permeability coefficient, and 1 Xe-8 cm/s is taken; v is the cement slurry motion viscosity coefficient, and 1 Xe-6 Pa.s is taken; h is grouting pressure, taking 1 MPa=e4cm; r is (r) 0 Taking 1.2cm for the radius of the grouting hole 2; d, d e The effective grain diameter of soil body pores is 0.5cm. Substitution into the calculation formula yields: r=1.2m. In order to ensure grouting reinforcement, a grouting diffusion radius of 1.0m is adopted. The method is as follows from JGJ 79-2012, 8.2.1 of technical Specification for treating building foundation: the grouting reinforcement design using cement as the main agent is that the distance between grouting holes 2 is preferably 1.0-2.0 m. In order to save grouting materials and ensure grouting reinforcement effect, the interval between grouting holes 2 is 2.0m.
In order to maintain the backfill soil strength after grouting and improve the quality and strength of the foundation, in one embodiment, the grouting material adopts ordinary Portland cement with the strength grade of P.O42.5, the cement slurry water cement ratio is 0.8:1, and in order to shorten the slurry solidification time and improve the early strength of the slurry, water glass can Be added into the grouting material, wherein the water glass is 40Be1. The mixing amount is 1-2% of cement slurry.
In order to better diffuse the grouting into the backfill soil to improve the strength of the backfill soil when the grouting is reinforced, in one embodiment, in the step S6, the grouting pressure is 1.0-2.0 MPa, and when the grouting is carried out, if the grouting pressure is insufficient, the grouting is difficult to fully permeate into a required area, and the holes, cracks and loose areas are difficult to fully fill, so that the grouting is not in place or the grouting amount is insufficient, and the reinforcing effect cannot be achieved. If the grouting pressure is too large, the original foundation structure can be damaged or aggravated unnecessarily, and meanwhile, slurry overflow or reverse osmosis can be caused, so that the engineering cost and the workload are increased, and the stability of the original foundation structure is more difficult to recover. When cement water glass double liquid is adopted, the grouting pressure is not more than 1.0MPa. Because cement water glass double-liquid grouting can generate chemical reaction after being injected into the foundation, the cement water glass double-liquid grouting can be quickly hardened, and the bearing capacity of the foundation is increased. If the grouting pressure is too high, the reaction speed is possibly increased, the hardening process is too fast, and thus, the problems of heat accumulation, temperature rise, concrete slump and the like are caused.
In order to ensure the backfill quality and reduce the phenomenon of subsidence of the subgrade at the back of the platform, in one embodiment, in the step S1, the surface soil, sundries, loose soil and humus of the foundation in the backfill range are all cleaned out of the backfill range of the foundation pit when the backfill area is cleaned, the surface of the backfill area is kept smooth, the foundation pit water-proof and drainage work is performed, the main purpose of cleaning the foundation is to improve the bearing capacity of the foundation, so that the foundation can bear the load of a building, and the foundation is easy to subside and bulge after the subsequent backfill is completed if the surface soil, sundries, loose soil and humus of the foundation exist in the backfill area. The settlement can cause the subsidence of the ground, has serious potential safety hazards, and the uplift can generate a suspension phenomenon, and can influence the stability and the safety of the foundation.
In order to ensure that the load of backfill soil can be borne in the backfilling process and the design requirement can be met after the backfill soil is completed, the problems of foundation settlement, subsidence, breakage and the like are avoided, in one embodiment, in the step S2, the bearing capacity of the substrate is detected, and the compactness of the substrate is ensured to be generally not lower than 90% and can reach the design standard, so that the next construction can be performed.
In order to reduce the difficulty of compaction while ensuring the backfill quality, in one embodiment, in step S4, the filler may be sand gravel, a uniform fine material with a particle size of 5-10cm, and the backfill process is performed by filling and compacting every 15-20cm of the inner layer, and the backfill range should be along the length of the line direction, the bottom is 0.5m away from the foundation, i.e. 3.5m away from the table body (at the top surface of the foundation), and then 1:1 to the intersection with the bottom surface of the pavement subbase layer, and in the direction of a vertical line to the slope feet (1:1.5) of the conical slope, the backfill thickness of the foundation pit is 2m, and the distance from the top surface of the foundation to the bottom surface of the subbase layer is 7.7m.
In order to ensure the quality of each step surface during backfilling and avoid the problems of foundation settlement, subsidence, breakage and the like, in one embodiment, in the step S6, the compactness of each step surface is 95%, the quality detection is required after the backfilling compaction of each step surface is completed, the backfilling of the next step surface can be carried out by ensuring the compactness to be more than 95%, and the occurrence of the conditions of subsequent foundation settlement, subsidence and breakage is reduced by ensuring the backfilling quality of each step surface.
Because the area of each layer of step surface is different, in order to guarantee the backfill quality of the whole step surface, the situation that the compactness of a certain place of the step surface is not up to standard is reduced, in one embodiment, in the step S7, 3-5 detection points are arranged on each layer of step surface, one cone slope protection detection point and one water content detection point are arranged, the quality of each layer of step surface can be monitored more comprehensively through arranging a plurality of detection points, the flatness, gradient and other indexes of each layer in the construction process are ensured to meet the requirements, errors and defects in the construction are reduced, the time waste and the cost increase caused by correction after batch construction are avoided, and when the area of the step surface is larger, the plurality of detection points can be arranged to detect the compactness, the construction efficiency and the quality are ensured, and the subsequent repair and adjustment work is reduced.
After the backfilling construction is completed, checking and accepting the backfilling area, monitoring and evaluating the backfilling quality, improving the construction efficiency and quality, and guaranteeing the engineering stability and safety, in one embodiment, in the step S8, the backfilling area needs to be controlled at 15mm of flatness deviation value, 96% of compactness, 0.3% of deflection value and cross slope deviation value, and the requirements are met, and after the bridge abutment 3 is subjected to filler layered backfilling to the designed elevation (namely the bottom elevation of the bridge abutment 3 lapping plate 1), the bridge abutment backfilling part needs to be subjected to preloading, and external vertical load is applied to the bridge abutment backfilling material.
The present invention is not limited to the above embodiments, but is capable of modification and variation in detail, and other modifications and variations can be made by those skilled in the art without departing from the scope of the present invention.
Claims (10)
1. A standard construction method for backfilling the bench back is characterized in that: the method comprises the following steps:
s1: cleaning the backfill area, cleaning the backfill area and ensuring the surface of the backfill area to be smooth;
s2: step digging is carried out in a grading manner, and step-shaped construction surfaces are formed by carrying out layered digging on the foundation;
s3: determining grouting positions and determining grouting hole sites according to design requirements;
s4: filling, namely filling on the step surface;
s5: tiling, namely tiling the whole step surface by using the filler;
s6: flattening and compacting, rolling the filler on the step surface and grouting at a grouting position;
s7: detecting whether the step surface is qualified or not, detecting the compacted step surface, if so, executing the step S3, and if not, executing the step S6;
s8: checking and accepting, and detecting flatness, compactness and deflection value transverse slopes after bridge abutment backfilling is finished.
2. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S3, the grouting hole site spacing and diameter size should satisfy the following requirements:
wherein: t is grouting time, n is soil porosity, K is soil permeability coefficient, v is cement slurry motion viscosity coefficient, h is grouting pressure, r 0 Radius of grouting hole, d e Is the effective grain diameter of soil body pore.
3. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S6, the grouting material is ordinary portland cement with a strength grade of p.o42.5.
4. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S6, the grouting pressure is 1.0-2.0 MPa.
5. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in the step S1, the foundation surface soil, sundries, loose soil bodies and humus soil in the backfill range are all cleaned out of the foundation pit backfill range when the backfill area is cleaned, and the surface of the backfill area is kept smooth.
6. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S2, the bearing capacity of the substrate is detected.
7. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S4, the filler may be sand, and the particle size of the filler is uniform fine material of 5-10 cm.
8. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S6, the degree of compaction of each step surface is 95%.
9. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in the step S7, 3-5 detection points, one cone slope protection detection point and one water content detection point are arranged on each layer of step surface.
10. The bench back backfill standardized construction method according to claim 1, wherein the construction method comprises the following steps: in step S8, the flatness deviation value is 15mm, the compactness is 96%, and the deflection value is + -0.3%.
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| CN202311279960.1A CN117364799A (en) | 2023-10-07 | 2023-10-07 | Bench back backfill standardized construction method |
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| CN202311279960.1A CN117364799A (en) | 2023-10-07 | 2023-10-07 | Bench back backfill standardized construction method |
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Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104746399A (en) * | 2015-04-10 | 2015-07-01 | 成军 | Construction method for preventing vehicle bump at bridge head |
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- 2023-10-07 CN CN202311279960.1A patent/CN117364799A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104746399A (en) * | 2015-04-10 | 2015-07-01 | 成军 | Construction method for preventing vehicle bump at bridge head |
Non-Patent Citations (2)
| Title |
|---|
| 滑坡文集编委会: "《滑坡文集》", 30 April 2000, 中国铁道出版社, pages: 40 - 41 * |
| 胡诚;龙治轩;黄显彬;: "都汶高速桥台台背回填技术研讨", 黑龙江交通科技, no. 01, 15 January 2010 (2010-01-15), pages 57 - 58 * |
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