A construction method for backfilling of a bridge and culvert abutment of fluidized solidified soil

Abstract

The application discloses a kind of flow state solidified soil bridge culvert platform back filling construction method, in the backfill area formed by bridge culvert platform back and road foundation is set formwork on both sides, and in the face of backfilling operation along formwork is set plastic film or geotextile, then flow state solidified soil is layered pouring, and finally plastic film or geotextile is folded to cover flow state solidified soil upper surface, formwork is removed and maintained, by applying flow state solidified soil in bridge culvert platform back filling construction, using the characteristics of the self-standing nature of flow state solidified soil consolidation body, narrow space can also be backfilled without dead angle, flow state solidified soil self-hardening is good, so that the consolidation body is not extruded to bridge culvert platform back, and bridge culvert stress condition is better, and effectively solve the problem of excessive settlement after backfilling with traditional materials.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of bridge and culvert backfilling, and particularly relates to a flow state solidified soil bridge and culvert backfilling construction method. BACKGROUND

[0002] With the continuous development of highway construction, the bridge and culvert position bumping phenomenon gradually becomes one of the main diseases of highway engineering, and the main factors causing this problem are:

[0003] ① The traditional soil, lime soil or cement soil layering compaction process is adopted, the compaction degree is not up to standard due to the narrow operation space, the limitation of the applicability of the compaction equipment and the poor construction supervision, and the bridge and culvert connection cannot be compacted at all, the connection shrinks and settles under water, and a step is formed between the bridge and the embankment;

[0004] ② There are differences in the rigidity, strength and expansibility of the bridge and culvert and road structure materials, the bridge and culvert structure design is too small, the embankment is too long and high, and the bridge and culvert foundation bearing capacity is better than that of the embankment foundation bearing capacity, and under the same working condition, the roadbed deformation is greater than the bridge and culvert body settlement;

[0005] ③ The bridge head position is often a wet and soft foundation, the replacement is not complete or the pile reinforcement structure design is unreasonable, so that the roadbed foundation settlement increases under the cyclic action of the overloaded vehicle;

[0006] In recent years, the domestic main exploration to solve the uneven settlement of the bridge and culvert back connection position is from the aspects of backfilling process optimization, compaction operation tool combination matching and the introduction of new materials, but the more effective method is still not ideal in the industry at present;

[0007] The flow state solidified soil is a new type of rock and soil consolidation material formed by adding a certain proportion of solidifying agent and water to engineering slag soil, building solid waste fine aggregate and the like as main raw materials, and stirring, and has excellent self-hardening property, workability, mechanical property and inclusion property to raw materials, and gradually replaces the traditional backfilling material and is applied to the backfilling engineering of buildings, municipal administration, rail transit and water conservancy, and it is a feasible means to solve the bridge and culvert position bumping problem caused by the excessive settlement of the traditional material process based on the flow state solidified soil backfilling. SUMMARY

[0008] In view of the deficiencies in the prior art, the purpose of the present application is to provide a flow state solidified soil bridge and culvert backfilling construction method, which solves the problem of excessive settlement of the bridge and culvert backfilling when the traditional material process is used.

[0009] The above technical purpose of the present application is realized by the following technical scheme:

[0010] SUMMARY: A flow state solidified soil bridge and culvert backfilling construction method, characterized by comprising the following construction steps:

[0011] S1: soil sampling

[0012] Multiple-point soil sampling is performed on the base soil in the construction area that will be used to prepare the fluidified solidified soil. The extracted base soil is dried, crushed, and mixed uniformly, and the physical and chemical indexes and mineral components of the base soil are detected;

[0013] S2: solidifying agent preparation

[0014] According to the detection results of the physical and chemical indexes and mineral components of the base soil in S1, and in combination with the local industrial solid waste types, a soil solidifying agent is prepared to replace cement for base soil solidification;

[0015] S3: mix proportion design

[0016] According to the performance parameter requirements of the fluidified solidified soil consolidation body for the bridge and culvert abutment backfill, the pumping process, and the characteristics of the base soil and the solidifying agent, a new-mixed fluidified solidified soil aggregate mix proportion is designed. The performance parameters of the fluidified solidified soil consolidation body are as follows: flow spread is 100 mm to 280 mm, wet density is 800 kg / m3 to 2000 kg / m3, bleeding rate is not greater than 2%, 28d unconfined compressive strength is 0.5 MPa to 4 MPa, and permeability coefficient is 1×10-9 cm / s to 1×10-5 cm / s;

[0017] S4: bridge and culvert abutment backfill construction preparation

[0018] Ensure that the water content of the base soil is ≤16%;

[0019] After the concealed engineering of the bridge and culvert abutment is detected to be qualified, the backfill operation surface is cleaned of sundries;

[0020] The equipment for fluidified solidified soil production, the solidifying agent, and the production water are brought in;

[0021] S5: bridge and culvert abutment backfill construction process

[0022] S51: templates are arranged on both sides of the backfill area composed of the bridge and culvert abutment and the road foundation;

[0023] S52: plastic film or geotextile is arranged along the templates in the backfill area;

[0024] S53: after the base soil is screened and cleaned of sundries, it is mixed with the geotechnical solidifying agent, water, and additives according to the mix proportion to prepare fluidified solidified soil in the fluidified solidified soil mixing equipment, and the performance of the new-mixed fluidified solidified soil is detected;

[0025] S54: the fluidified solidified soil that passes the detection is symmetrically layered and poured at the operation surfaces at both ends of the bridge and culvert abutment through the pumping system or the chute;

[0026] S55: When pouring the uppermost layer, the surface is leveled, and when the filling material is not completely coagulated, the plastic film or geotextile in S52 is folded to cover the upper surface of the fluidified solidified soil;

[0027] S56: After the uppermost layer of fluidified solidified soil is coagulated, the formwork is removed, and the filling soil is covered and compacted on both sides of the coagulated body surrounded by the film or geotextile.

[0028] S6: Maintenance;

[0029] Preferably, the height of the new fluidified solidified soil layer is not more than the height of the new fluidified solidified soil that causes the surrounding structure to be displaced and deformed after pouring.

[0030] Preferably, the height of the new fluidified solidified soil layer is not more than the height of the new fluidified solidified soil that causes the surrounding structure to be displaced and deformed after pouring.

[0031] Preferably, the lower part of the abutment of the bridge abutment is wrapped with fluidified solidified soil, and the pouring width is not less than 500 mm.

[0032] Preferably, the formwork is not removed, and the supporting strength can meet the side pressure of the formwork under the vehicle dynamic load of the road surface, and the formwork is not surrounded by soil on both sides.

[0033] Preferably, the plastic film or geotextile is arranged along the formwork on the surface of the area to be backfilled, and the lower end of the plastic film or geotextile is laid on the bottom of the backfill area at a distance of 0.3-0.5 m from the formwork.

[0034] Preferably, the fluidified solidified soil backfilled in the abutment backfill area is filled to the bottom base layer of the road surface, the filling height of the fluidified solidified soil backfilled in the abutment backfill area of the bridge abutment is to the bottom base layer of the road surface, and when the uppermost layer of the fluidified solidified soil is poured, the coagulant content is increased by 1%-10%.

[0035] Preferably, the bridge abutment of the bridge abutment is matched with the dam foundation inclination angle and height consistent with the abutment, and the formwork is overlapped on the abutment, the formwork supporting length or the distance between the formwork on both sides of the backfill area composed of the abutment, road foundation and dam is equal to 1.2 times the sum L of the length of the water flow along the infiltration line to the road foundation when the maximum water level of the dam is allowed and the width of the abutment.

[0036] Preferably, the front wall of the abutment of the bridge abutment and the coagulated body filled with the formwork are removed, and the original structure material on the water side of the dam is covered.

[0037] The beneficial effects of the present application are:

[0038] 1. The flow state can be pumped, the bridge abutment back is shaped section, the narrow space backfilling has no dead angle, and the flow state solidified soil has good self-hardening property, without vibration and compaction, simple construction, high efficiency;

[0039] 2. The industrial solid waste is configured with solidifying agent instead of cement, without pollution to water body and excellent solidifying performance, low price;

[0040] 3. The strength is between the rigidity of concrete and the flexibility of roadbed embankment backfilling material, preferably solving the problem of poor material compatibility of both, the solidified body has good self-standing property, without extrusion and displacement to the bridge abutment back, and the bridge abutment has good stress condition and less disease maintenance in later period;

[0041] 4. The solidification process is irreversible, the underground burial is water saturated body, with stable volume, without wet soft disease caused by water erosion, no liquefaction caused by vibration, strong anti-seismic property, stable and durable foundation;

[0042] 5. The flow state solidified soil has good adhesion to the bridge abutment back and good self-impermeability, reducing the erosion of water in foundation to the concrete reinforcement, prolonging the service life of the structure and preventing the water flow along the infiltration line from eroding the roadbed foundation;

[0043] 6. In the bridge construction, the flow state solidified soil can also be filled around the bridge pier to wrap the concrete column, preventing the erosion of external water to the column and the damage of water freezing and thawing, thermal expansion and cold contraction to the column. BRIEF DESCRIPTION OF DRAWINGS

[0044] Figure 1 is the eight-shaped bridge abutment construction view in the embodiment one of the present application Figure One .

[0045] Figure 2 is the eight-shaped bridge abutment construction view in the embodiment one of the present application Figure Two .

[0046] Figure 3 is the eight-shaped bridge abutment construction view in the embodiment one of the present application Figure Three .

[0047] Figure 4 is the eight-shaped bridge abutment construction view in the embodiment one of the present application Figure Four .

[0048] Figure 5 is the culvert construction view in the embodiment two of the present application Figure One .

[0049] Figure 6 is the culvert construction view in the embodiment two of the present application Figure Two .

[0050] Figure 7 is the culvert construction view in the embodiment two of the present application Figure Three.

[0051] Figure 8 is a culvert construction view in embodiment two of the present application Figure Four .

[0052] Figure 9 is a buried bridge abutment construction view in embodiment three of the present application Figure One .

[0053] Figure 10 is a buried bridge abutment construction view in embodiment three of the present application Figure Two .

[0054] Figure 11 is a buried bridge abutment construction view in embodiment three of the present application Figure Three .

[0055] Figure 12 is a buried bridge abutment construction view in embodiment three of the present application Figure Four .

[0056] Figure 13 is a buried bridge abutment construction view in embodiment three of the present application Figure Five .

[0057] wherein 1, a road compacted subgrade; 2, an ear wall; 3, a formwork; 4, a front wall of a bridge abutment; 5, a rear wall of a bridge abutment; 6, a fluid-solidified soil; 7, a plastic film or a geotextile; 8, a road edge soil cover; 9, a soil cover; 10, a culvert; 11, a beam body; 12, a maximum water level allowed by a dam; 13, a dam; 14, a vertical plane saturation line; 15, a horizontal plane saturation line; 16, a bridge expansion joint; 17, a concrete cover plate. DETAILED DESCRIPTION

[0058] The specific embodiments of the present application are further described in detail below with reference to the accompanying drawings. Figures 1-13 The specific embodiments of the present application are further described in detail below with reference to the accompanying drawings.

[0059] Embodiment one, a fluid-solidified soil eight-shaped bridge abutment backfill construction method

[0060] The specific embodiments of the present application are further described in detail below with reference to the accompanying drawings. Figures 1-4 , comprising the following construction steps:

[0061] S1, soil sampling, multiple point sampling of base soil for preparing fluid-solidified soil in the construction area, the base soil is dried, broken and mixed uniformly, and then the physical and chemical indexes and mineral components are detected, and the specific judgment refers to the standard JTG3430-2020, preferably, in this embodiment, the excavated spoil is used as the base soil for multiple point sampling, and the detected physical and chemical indexes specifically include: natural moisture content, soil particle specific gravity, liquid limit index, plastic limit index, plasticity index, free expansion rate and organic matter content;

[0062] S2, curing agent configuration, according to the detection results of S1 soil physical and chemical indexes and mineral components, combined with local industrial solid waste product configuration soil curing agent instead of cement for soil curing, specifically, when selecting industrial solid waste products, the component optimization should be carried out from the aspects of soil curing forming mechanism and economic material supply stability, in this embodiment, the preferred components of the curing agent are cement clinker, slag and CFB ash;

[0063] S3, mix proportion design, according to the performance requirements of bridge and culvert backfill to the flow state curing soil solidified body, pumping process and soil and curing agent characteristics, the mix proportion of new mixing flow state curing soil aggregate is designed, in this embodiment, the performance requirements of flow state curing soil are: flow spread is 160±20mm, wet density is 1730kg / m3, bleeding rate is not more than 2%, 28d unconfined compressive strength is not less than 2.2MPa, permeability coefficient is 1×10-5cm / s, new mixing flow state curing soil is transported by concrete drag pump, according to the above requirements, the mix proportion of flow state curing soil is determined: slag: curing agent: water = 1300: 130: 300 (mass ratio, unit kg), wherein the components of the curing agent are: cement clinker: slag: CFB ash = 60: 36: 24 (mass ratio, unit kg), the performance index detection of flow state curing soil refers to the standard "flow state filling material backfill engineering technical standard" T / CMEA32-2023 or "premixed flow state curing soil engineering application technical standard" DBJ51 / T 188-2022;

[0064] S4, construction preparation:

[0065] ①Ensure that the moisture content of the base soil participating in backfill is ≤16%, preferably, after clearing the construction area, the excavated clean slag soil is stored near the backfill area for use as base soil, and the base soil is dried when the moisture content is too high, preferably, the moisture content of the base soil is 10±2%;

[0066] ②After the concealed engineering detection of the bridge and culvert back is qualified, the backfill operation surface is cleaned, and the flow state curing soil is marked on the bridge abutment wall of the bridge and culvert back, and the distance between adjacent scale lines is 1.2m;

[0067] ③The equipment for producing flow state curing soil, curing agent and production water are placed near the retained base soil that meets the performance requirements;

[0068] S5, flow state curing soil backfill construction process of eight-shaped abutment:

[0069] S51, the formwork is set on both sides of the ear wall of the bridge and culvert back, with a length slightly protruding from the road compacted subgrade, and the height of the formwork is slightly higher than the height of the road compacted subgrade, for reference Figure 1In the embodiment, the casting of the fluidified solidified soil in the template surrounding area is satisfied, so that the bridge body lower part is wrapped with the fluidified solidified soil, and the casting width is greater than or equal to 500 mm;

[0070] S52, in order to avoid the lateral sliding and deviation of the plastic film used in the casting process and prevent the fluidified solidified soil solidification body from being exposed to the dry-wet alternating air, the plastic film is arranged on the backfill area surface along the two side templates, the lower end of the plastic film is laid on the backfill area surface bottom at a distance of 0.3 m-0.5 m from the template, in the embodiment, the distance is preferably 0.3 m, and the two side laid plastic films should be able to cover the fluidified solidified soil solidification body in the backfill operation area after being folded in half;

[0071] S53, the slag soil is screened and impurities by the fluidified solidified soil production equipment, and is prepared into the fluidified solidified soil by adding the rock soil curing agent, water and the additive according to the proportion into the stirring equipment, and the performance of the freshly mixed fluidified solidified soil is detected, and the fluidified solidified soil is qualified if the performance meets the requirements in S3.

[0072] S54, the freshly mixed fluidified solidified soil is delivered to the operation surface by the concrete drag pump, and is symmetrically layered and cast in the operation surface surrounded by the bridge body two end abutment back wall, the road compacted roadbed and the supporting template, and the preset layered casting height should be drawn on the bridge and culvert back wall structure before the fluidified solidified soil is cast, and each layer casting height reaches each layer scale line marked on the abutment back wall, and specifically, the layered casting height of the freshly mixed fluidified solidified soil does not exceed the height that the slurry pressure of the freshly mixed fluidified solidified soil before initial setting does not cause the displacement and deformation of the structure, that is, the freshly mixed fluidified solidified soil is a fluid when it is cast, and the slurry has lateral pressure on the surrounding structure, and the layered casting should not damage the shape structure of the surrounding structure, and the casting height should avoid being too high to cause the displacement and deformation of the structure caused by the slurry pressure of the fluidified solidified soil to the surrounding structure, in the embodiment, the absolute height of the elevation line is less than 1.5 m, and the scale on the abutment back wall is reasonably valued in the height area meeting the design, and after the slurry solidification strength is greater than or equal to 0.05 MPa, the second layer can be cast, and the filling is sequentially carried out until the backfill fluidified solidified soil reaches the road surface bottom base layer.

[0073] S55, when the uppermost layer is cast, the mixing proportion of the fluidified solidified soil is adjusted, the curing agent content can be increased by 1%-10%, in the embodiment, the curing agent content is preferably increased by 5%, the construction surface is accelerated, and the plastic film in S52 is folded to cover the upper surface of the fluidified solidified soil, preferably, the folding and covering of the plastic film can be selected when the free water on the upper surface of the cast body disappears, that is, the upper surface of the cast body has a certain initial setting without free water (the free water refers to the added water for stirring and the water produced from the reaction of the additive and the base soil), and the folding and covering of the plastic film is carried out after the free water on the upper surface disappears.

[0074] S56, after the uppermost layer of flowable solidified soil is consolidated, the formwork is removed, and the soil is filled and compacted on both sides of the consolidated body surrounded by the film, with a compaction degree ≥ 95%. By default, if the formwork is not removed and the supporting strength meets the lateral pressure of the formwork caused by the dynamic load of the road vehicle, the two sides of the formwork can not be surrounded by the soil;

[0075] S6, the curing method of the flowable solidified soil refers to the Technical Standard for Flowable Backfilling T / CMEA32-2023.

[0076] Example Two, Flowable Solidified Soil Culvert Backfill Construction Method

[0077] Based on Example One, the structure is attached Figures 5-8 When the construction process is used for culvert backfill construction, the main process steps S1-S4 are consistent with the steps of Example One above, but in this example, the flowable solidified soil performance requirements are: flow expansion degree 220±20mm, wet density 1625kg / m3, water bleeding rate not more than 2%, 28d unconfined compressive strength not less than 0.8MPa, permeability coefficient 1×10-6cm / s, and new flowable solidified soil is transported by concrete drag pump. According to the above requirements, the mixing proportion of flowable solidified soil is determined as follows: slag: solidifying agent: water = 1250: 125: 300 (mass ratio, unit kg), wherein the solidifying agent component is: cement clinker: iron ore powder: fly ash = 30: 60: 35 (mass ratio, unit kg);

[0078] S5, flowable solidified soil backfill construction process:

[0079] S51, refer to the attached Figure 5 and the attached Figure 6 The position of the formwork is located at the upper end of the culvert, around the upper surface of the culvert, and on both sides of the culvert abutment and the area formed by the compacted roadbed of the road, and the length of the formwork on both sides of the culvert and the compacted roadbed of the road is slightly protruding from the range of the compacted roadbed of the road, while the height of the formwork is slightly higher than the height of the compacted roadbed of the road;

[0080] S52, set the geotextile along the two sides of the backfill operation surface, and the specific operation requirements are consistent with the construction requirements in step S52 of Example One, but the plastic film is replaced with geotextile;

[0081] S53, refer to the operation of preparing flowable solidified soil in Example One to prepare flowable solidified soil;

[0082] S54, refer to the attached Figure 6 and the attached Figure 7 The flowable solidified soil is poured in layers symmetrically on both sides of the culvert back by concrete drag pump + chute, and the specific construction requirements remain consistent with those in Example One;

[0083] S55, surface leveling is performed in accordance with S55 in Embodiment 1;

[0084] S56, template removal and backfilling are performed in accordance with S56 in Embodiment 1;

[0085] S6, the backfilled fluidified solidified soil body is maintained in accordance with S6 in Embodiment 1.

[0086] Embodiment 3, a backfilling construction method for a buried bridge abutment

[0087] On the basis of Embodiment 1, in combination with Figures 9 to 13 the buried bridge abutment shown in FIG. 1, the problem of river water infiltration needs to be additionally considered;

[0088] The construction process of the buried bridge abutment is roughly consistent with the construction process sequence of Embodiment 1, and briefly includes:

[0089] S1, soil sampling, in accordance with Embodiment 1, multiple-point soil sampling is performed on the base soil in the construction area that will be used to prepare the fluidified solidified soil, and the base soil is dried, crushed, mixed uniformly, and then the physical and chemical indexes and mineral components are detected;

[0090] S2, curing agent preparation, in accordance with the curing agent preparation method of Embodiment 1, the curing agent is selected and matched, and the preferred components of the curing agent preparation in this embodiment are finely ground steel slag powder, slag, carbide slag, and red brick powder;

[0091] S3, mix proportion design, in accordance with Embodiment 1, the aggregate mix proportion of the freshly mixed fluidified solidified soil is designed according to the performance requirements of the bridge abutment backfill on the fluidified solidified soil body, the pumping process, and the characteristics of the soil and the curing agent. In this embodiment, the performance requirements of the fluidified solidified soil are: flow spread degree of 260±20mm, wet density of 1850kg / m3, bleeding rate not greater than 2%, 28d unconfined compressive strength not less than 1.8MPa, and permeability coefficient of 1×10-6cm / s. The freshly mixed fluidified solidified soil is poured through a concrete drag pump + chute to the working surface. According to the above requirements, the mix proportion of the fluidified solidified soil is determined as follows: slag: curing agent: water = 1300: 200: 350 (mass ratio, unit: kg), and the components of the curing agent are: finely ground steel slag powder: slag powder: carbide slag: red brick powder = 80: 60: 30: 30 (mass ratio, unit: kg);

[0092] S4, construction preparation, in accordance with Embodiment 1, the following needs to be met:

[0093] ①After the construction area is cleared, the excavated clean slag is stored near the backfill area and is dried to a base soil moisture content of 14±2%;

[0094] (2) After the abutment concealed engineering detection is qualified, the backfill operation surface is cleaned, and the flow state solidified soil pouring scale line of each layer is marked on the abutment back wall, and the interval between adjacent scale lines is 1.2 m;

[0095] (3) The equipment for producing the flow state solidified soil, the solidifying agent and the production water are placed beside the retained base soil meeting the performance requirements;

[0096] S5, the flow state solidified soil buried abutment backfill construction process, reference example one;

[0097] S51, the backfill area composed of the abutment and the road foundation is different from example one in that when the range design of the backfill area is performed, the following needs to be met: the abutment front wall support template and the dam foundation matching the abutment are consistent in the inclination angle and the height and are overlapped on the abutment, the template support length or the interval between the templates on both sides of the backfill area composed of the abutment, the road foundation and the dam is greater than the sum of 2 times the length of the water flow along the wetting line to the roadbed foundation when the maximum water level of the dam is allowed to be invaded and the width of the abutment L, preferably the abutment front wall support template length or the interval between the templates on both sides of the backfill area is 1.2L, and the template support of the backfill area surrounded by the abutment, the road foundation and the dam meets the requirements of the original dam foundation and the road foundation not being filled with the surrounding soil.

[0098] S52, the plastic film is arranged along the support template on the backfill operation surface, the lower end of the plastic film is laid on the bottom of the backfill operation surface at a distance of 0.5 m from the template, and the laid plastic film should be able to cover the flow state solidified soil solidified body in the backfill operation area after being folded or spliced;

[0099] S53, the retained slag soil is screened and impurities are removed by the flow state solidified soil production equipment, and the soil, water and additives are put into the mixing equipment according to the proportion to prepare the flow state solidified soil, and the performance of the freshly mixed flow state solidified soil is detected, and it is qualified only when the performance meets the requirements of the flow state solidified soil in S3.

[0100] S54, the freshly mixed flow state solidified soil is matched to the backfill area of the abutment front wall and the support template on both ends of the bridge body, the inner side of the abutment back wall, the compacted roadbed, the dam and the support template by the concrete drag pump and the chute, and is symmetrically layered and poured, and the pouring height of each layer reaches the scale line of each layer marked on the abutment back wall, and after the slurry solidification strength reaches 0.06 MPa, the second layer can be poured, and the filling is performed in turn.

[0101] S55, when the uppermost layer is poured, the mixing proportion of the flow state solidified soil is adjusted, the solidifying agent content is increased by 8%, the construction surface is accelerated, the surface is leveled, and when the surface free water disappears, the plastic film in S52 is folded and covered on the flow state solidified soil;

[0102] S56, after the uppermost layer of fluidized solidified soil is consolidated, the formwork is removed, the consolidated body surrounded by the film between the inner side of the abutment back wall, the compacted roadbed, the embankment and the supporting formwork is filled with soil and covered and compacted on both sides, the degree of compaction is greater than or equal to 95%, and the consolidated body filled by the abutment front wall and the supporting formwork is covered with the original structural material after the formwork is removed;

[0103] S6, the maintenance method of the fluidized solidified soil refers to the Technical Standard for Fluidized Backfilling Engineering T / CMEA32-2023.

[0104] In the embodiment, after filling with the fluidized solidified soil, the consolidation body of the fluidized solidified soil after consolidation has the characteristics of resisting water seepage, which can greatly slow down the erosion of the abutment, and when the transition area between the abutment and the roadbed is treated, the traditional construction needs to use concrete cover plates to connect the bridge deck and the roadbed surface, and when the traditional soil, lime soil or cement soil layering compaction process is used, water shrinkage occurs, causing the lower part of the cover plate to be empty, while in the embodiment, the volume of the fluidized solidified soil after consolidation is stable and has good self-standing property, the lateral pressure on the abutment is reduced after the vehicle drives on the concrete cover plate, the bridge expansion joint is prevented from being excessively compressed or stretched, and thus the service life of the bridge is improved.

[0105] The above only describes the preferred embodiments of the present application and is not used to limit the present application, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A construction method of backfilling of a bridge and culvert abutment of fluidized solidified soil, characterized in that, The method comprises the following construction steps: S1: soil sampling S2: solidifying agent preparation S3: mix proportion design S4: preparation for backfill construction of bridge abutment S5: backfill construction process of bridge abutment According to the performance parameter requirements of the backfilling of the bridge and culvert abutment to the flow state solidified soil consolidation body, the pumping process and the base soil and solidified agent characteristics are used to design the aggregate mix proportion of the new-mixed flow state solidified soil preparation aggregate, and the performance parameter of the flow state solidified soil consolidation body is that the flow extension is 100mm-280mm, the wet density is 800kg / m 3 -2000kg / m 3 , the bleeding rate is not more than 2%, the 28d unconfined compressive strength is 0.5MPa-4MPa, and the permeability coefficient is 1×10 -9 cm / s-1×10 -5 cm / s. S51: setting a formwork on both sides of a backfill area composed of a bridge abutment and a road foundation S52: setting a plastic film or geotextile along the formwork in the backfill area, and laying the plastic film or geotextile at the bottom of the backfill area at a distance of 0.3-0.5 m from the formwork S53: preparing the flowable solidified soil by adding the rock-soil solidifying agent, water and additive into a flowable solidified soil mixing device according to the proportion after screening and removing impurities from the base soil, and detecting the performance of the freshly mixed flowable solidified soil S54: symmetrically layering and pouring the flowable solidified soil detected as qualified through a pumping system or a chute on both ends of the working surface of the bridge abutment S55: folding the plastic film or geotextile in S52 to cover the upper surface of the flowable solidified soil when pouring the uppermost layer, and filling the flowable solidified soil to the bottom base layer of the road surface S56: removing the formwork after the solidification of the uppermost layer of the flowable solidified soil, and filling and compacting the soil around the solidified body surrounded by the film or geotextile S6: maintenance The layering and pouring height of the flowable solidified soil does not exceed the height that may cause displacement and deformation of the surrounding structures after the freshly mixed flowable solidified soil is poured. The layering and pouring height should be less than 1.5 m. The bridge abutment is wrapped with the flowable solidified soil around the lower part of the abutment, and the pouring width is not less than 500 mm. The formwork is not removed, and the supporting strength of the formwork can meet the side pressure of the formwork caused by the dynamic load of the road vehicle, and the soil is not covered on both sides of the formwork. The front wall supporting formwork of the abutment is consistent with the dam foundation in terms of the inclination angle and height, and is overlapped on the abutment, the supporting length of the formwork or the distance between the formworks on both sides of the backfill area composed of the abutment, the road foundation and the dam is equal to 1.2 times the sum L of the length of the water flow along the wetting line to the road foundation when the maximum water level of the dam is allowed to be invaded and the width of the abutment.

2. The construction method of backfilling of the abutment of the bridge and culvert of the fluidized solidified soil according to claim 1, characterized in that, After the removal of the formwork filled with the solidified body of the front wall and the supporting formwork of the abutment, the original structural material on the water side of the dam is covered.

3. The construction method of backfilling of the abutment of the bridge and culvert of the fluidized solidified soil according to claim 2, characterized in that, ​ 4. The construction method of backfilling of the abutment of the bridge and culvert of the fluidized solidified soil according to claim 1, characterized in that, ​ 5. The construction method of backfilling of the abutment of the bridge and culvert of the fluidized solidified soil according to claim 1, characterized in that, ​ 6. The construction method for backfilling the abutment of the bridge and the culvert of the fluidized solidified soil according to any one of claims 1-5, characterized in that, ​ 7. The construction method of backfilling of the abutment of the bridge or culvert of the fluidized solidified soil according to claim 6, characterized in that, ​

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