CN115418980A - Bridge abutment crack treatment method - Google Patents
Bridge abutment crack treatment method Download PDFInfo
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- CN115418980A CN115418980A CN202211235893.9A CN202211235893A CN115418980A CN 115418980 A CN115418980 A CN 115418980A CN 202211235893 A CN202211235893 A CN 202211235893A CN 115418980 A CN115418980 A CN 115418980A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The embodiment of the invention provides an abutment crack treatment method, and relates to the field of abutments. Aims to solve the problems of bridge abutment foundation sinking and deformation cracks. The bridge abutment crack treatment method comprises the following steps: grouting the abutment substrate; arranging a reinforced foundation at the side part of the abutment foundation, and arranging a reinforced wall at the side part of the abutment body; and grouting and sealing the crack of the exposed surface of the abutment. The foundation and the side wall of the abutment body are reinforced by adopting the reinforced foundation and the reinforcing wall, so that the bearing capacity of the foundation and the abutment is improved, the exposed surface crack of the abutment is sealed by grouting, the problems of sinking and deformation crack of the abutment foundation are solved, the structural requirement of the original design is ensured, and the expansion of the abutment disposal is reduced.
Description
Technical Field
The invention relates to the field of bridge abutments, in particular to a bridge abutment crack treatment method.
Background
The concrete bridge abutment mainly comprises concrete members such as a foundation (a pile foundation and a shallow foundation), a bearing platform, a platform body and the like, and has the advantages of simple structure and good mechanical property. At present, the reinforcement ratio of the platform body concrete in the horizontal direction is generally lower or is plain concrete. Therefore, after concrete pouring construction, a plurality of cracks often appear, including vertical, transverse, oblique and other cracks, and once the cracks are cracked, the crack width requirements specified by the specifications are easily exceeded, so that engineering hidden troubles are caused. Many initial cracks of construction are caused by temperature and concrete shrinkage, but the use of newly-built bridges is not influenced. However, the change or deterioration of the environment is liable to affect the abutment durability. Therefore, the method is very key to adopt timely, reasonable and effective anti-cracking and crack-curing measures.
Disclosure of Invention
The invention aims to provide an abutment crack treatment method which can improve the problems of foundation subsidence and deformation cracks of an abutment.
Embodiments of the invention may be implemented as follows:
the embodiment of the invention provides a bridge abutment crack treatment method, which comprises the following steps: grouting the abutment substrate; arranging a reinforced foundation at the side part of the abutment foundation, and arranging a reinforced wall at the side part of the abutment body; and grouting and sealing the exposed surface crack of the abutment.
In addition, the bridge abutment crack treatment method provided by the embodiment of the invention can also have the following additional technical characteristics:
optionally, the step of providing a reinforcing foundation at a side portion of the abutment foundation, and the step of providing a reinforcing wall at a side portion of the abutment body includes: pouring reinforced concrete on the side part of the abutment foundation to form the reinforced foundation; and planting reinforcing steel bars on the side part of the abutment body to form the reinforced wall.
Optionally, the step of providing a reinforcing foundation at a side portion of the abutment foundation, and providing a reinforcing wall at a side portion of the abutment body further includes: the steel bar planting adopts three rows of steel bar net pieces of vertical steel bar planting, three rows of steel bar net pieces are transversely paved and are tied with the tie bars, and the joint is bound.
Optionally, the step of grouting the abutment base comprises: drilling holes at the grouting hole positions by using a drilling machine; adopting a primary grouting pipe and a secondary grouting pipe which are arranged in the drill hole to respectively perform primary grouting and secondary grouting in the drill hole; and sealing the hole opening of the drilled hole by adopting mortar filling.
Optionally, the step of grouting the abutment base further comprises: and selecting the grouting hole position by adopting a grouting construction mode of grouting at the periphery first and then at the inner part and at the jumping hole and the spacing hole.
Optionally, the step of grouting for closing the bridge abutment open face crack comprises: and (4) performing HM-120M structural adhesive crack pouring on the exposed surface crack of the abutment, and sealing the surface by using epoxy sealing adhesive.
Optionally, the step of performing HM-120M structural adhesive crack pouring on the bridge abutment exposed surface crack, and the step of performing epoxy sealing adhesive sealing treatment on the surface of the bridge abutment exposed surface crack includes: under the condition that the width of the crack is more than or equal to 0.15 mm; grouting nozzles and grout outlet nozzles are sequentially adhered at intervals in the extending direction of the crack, and the crack is sealed by epoxy sealing glue; adopting compressed air to test pressure, checking the sealing condition of the crack and sealing the air leakage position in time; adopting HM-120M structural adhesive for slurry preparation, and adopting a pressurizing machine for grouting; the surface is sealed by epoxy sealing glue.
Optionally, one said grouting nozzle is arranged every 250mm in a single slit; the grouting nozzles are additionally arranged at intervals of 1-2m in the penetrating crack.
Optionally, the grouting nozzles are arranged at the ends, intersections or wider places of the cracks.
Optionally, the step of grouting to close the bridge abutment exposed face crack further comprises: in case of crack width <0.15 mm; and sealing the surface by using epoxy sealing glue.
The bridge abutment crack treatment method provided by the embodiment of the invention has the beneficial effects that:
the bridge abutment crack treatment method comprises the following steps: grouting the abutment substrate; arranging a reinforced foundation at the side part of the abutment foundation, and arranging a reinforced wall at the side part of the abutment body; and grouting and sealing the crack of the exposed surface of the abutment.
The foundation of the abutment is drilled and grouted stably, the back wall and the side wall of the abutment body of the abutment are reinforced by the reinforcing foundation and the reinforcing wall, the bearing capacity of the foundation and the abutment is improved, and cracks on the exposed surface of the abutment are grouted and sealed. The problems of bridge abutment foundation sinking and deformation cracks are solved, the structural requirements of the original design are guaranteed, and the expansion of bridge abutment disposal is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a drawing of a pressure grouting pipe according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of an abutment according to an embodiment of the present invention;
FIG. 3 is a plan view of an abutment reinforcement provided by an embodiment of the present invention;
FIG. 4 is an elevational view of abutment reinforcement provided by an embodiment of the present invention;
FIG. 5 isbase:Sub>A cross-sectional view A-A provided by an embodiment of the present invention;
FIG. 6 is a cross-sectional view of B-B provided by an embodiment of the present invention;
fig. 7 is a schematic view illustrating arrangement of a medium-pressure grouting and grout outlet nozzle for repairing joint grouting according to an embodiment of the present invention.
Icon: 100-an abutment; 110-abutment base; 120-abutment foundation; 130-abutment body; 200-cracking; 300-reinforcing the foundation; 310-reinforcing walls; 400-drilling; 410-primary grouting pipe; 420-secondary grouting pipe; 500-a mud jacking nozzle; 510-slurry outlet nozzle.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, 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 some, but not all embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be obtained by a person skilled in the art without inventive step based on the embodiments of the present invention, are within the scope of protection of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined or explained in subsequent figures.
In the description of the present invention, it should be noted that if the terms "upper", "lower", "inside", "outside", etc. indicate an orientation or a positional relationship based on that shown in the drawings or that the product of the present invention is used as it is, this is only for convenience of description and simplification of the description, and it does not indicate or imply that the device or the element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention.
Furthermore, the appearances of the terms "first," "second," and the like, if any, are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
It should be noted that the features of the embodiments of the present invention may be combined with each other without conflict.
The method for treating bridge abutment cracks provided in this embodiment is described in detail below with reference to fig. 1 to 7.
Referring to fig. 1 to 7, an embodiment of the present invention provides a method for treating a bridge abutment crack, including the following steps: step S1, grouting is carried out on the abutment substrate 110; step S2, arranging a reinforced foundation 300 at the side part of the abutment foundation 120, and arranging a reinforced wall 310 at the side part of the abutment body 130; and S3, grouting and sealing the exposed surface crack 200 of the abutment 100.
Firstly, the crack 200 is treated by adopting a pressure grouting method, cement slurry is filled in the abutment base 110, the abutment body 130 side wall and the back wall by adopting pressure grouting, and the U-shaped abutment 100 is integrated. The abutment foundation 120 and the abutment body 130 adopt the reinforced foundation 300 and the reinforced wall 310, so that the bearing capacity of the abutment 100 is improved. And finally, grouting and sealing the exposed surface crack 200 of the abutment 100.
The abutment base 110 is drilled with a hole 400 and stably grouted, the back wall and the side wall of the abutment body 130 are reinforced by the reinforcing foundation 300 and the reinforcing wall 310, the bearing capacity of the foundation and the abutment 100 is improved, and the crack 200 of the exposed surface of the abutment 100 is grouted and sealed. The problems of bridge abutment foundation 120 subsidence and deformation cracks 200 are improved in time. The structural requirement of the original design is guaranteed, the expansion of the treatment of the abutment 100 is reduced, the process is simple and applicable, and the safety and use functions are met. Meanwhile, time is saved in the construction process, the construction difficulty is greatly reduced, the construction safety risk is reduced, the engineering cost is saved, the construction period is shortened to the maximum extent, the normal passage of a construction site is ensured by implementing the method, and the construction period is also ensured.
Referring to fig. 2, in this embodiment, in step S1, the grouting is performed on the abutment substrate 110, and includes: drilling 400 at the grouting hole position by using a drilling machine; adopting a primary grouting pipe 410 and a secondary grouting pipe 420 which are arranged in the drill hole 400 to respectively perform primary grouting and secondary grouting in the drill hole 400; the opening of the borehole 400 is closed by mortar packing.
The process flow of the step S1 and the step S2 is as follows: excavating 100 backfill soil of the abutment, inspecting → installing a drilling machine and drilling 400 → installing a grouting pipe → plugging an orifice → grouting → pouring reinforced concrete (front wall and side wall) pouring → repairing the outer surface → improving a drainage system → later stage observation.
And (3) inner side treatment of the bridge abutment 100: 1) And (4) removing the backfilling soil on the side of the abutment 100, excavating to the elevation of the bottom of the abutment foundation 120, and reserving a construction operation surface. 2) And (5) grouting reinforcement construction.
The grouting reinforcement construction process comprises the following steps:
drilling 400: a drilling machine is adopted to drill a hole 400 at the position of a grouting hole, the caliber of the drilled hole 400 is 110mm, and the drilled hole 400 is drilled to 500mm of the top surface of the abutment foundation 120. The drilling 400 process should record the hammering footage, the drill stem self-sinking or the drill dropping.
Placing a grouting pipe: after the holes are formed in the drilled holes 400, 2 DN20 welded pipes are respectively subjected to primary grouting and secondary grouting, the primary grouting pipe 410 is arranged at a position 50cm away from the bottom of the hole, the secondary grouting pipe 420 is arranged at a position 200cm below the excavation surface of the abutment 100, the grouting pipes are processed into flower pipes, and the flower steel pipes are wrapped by adhesive tape.
And (3) plugging an orifice: and after the pipe is lowered, filling and sealing the closed hole by using a mortar plug. The slurry closing section is required to be more than 1.0 m.
Wherein, the slurry ratio is as follows:
the mixing ratio is as follows: pure cement slurry (PO 42.5). The water-cement ratio is 1: 1. 0.75. The water-cement ratio is calculated according to the weight ratio of water to dry materials. The grouting cement is marked with No. PO42.5, and the cement must meet the quality standard and cannot be subjected to damp caking. The water used for stirring should meet the water standard for concrete (note in attached text) JGJ 63-2006. The slurry must be stirred evenly, and when a common stirrer is used, the stirring time is not less than 3min; when a high-speed stirrer is used, it is preferably not less than 30 seconds. The slurry should be sieved before use, and the time from preparation to completion is preferably less than 4h. The grouting pipeline ensures smooth flowing of the grout and can bear 1.5 times of the maximum grouting pressure. Pure pressure type grouting is adopted, and the design pressure is 1-4 MPa. Generally, the pressure is controlled to be 3MPa, and a low value is adopted when the injection amount is large or slurry is blown out or leaked. The grouting should reach the design pressure as soon as possible, and the pressure must be controlled during the grouting process. The concentration of the grouting slurry is gradually changed from thin to thick, and the change of the grouting slurry is controlled. In the grouting process, if a large amount of grout on the ground is found, reasons can be found immediately and corresponding measures are taken, the grouting pressure can be reduced to 0.25MPa, if the grout continuously flows for 20Min, the grouting is suspended, and after 36h of pause, the grouting is continued until the grouting of the hole is finished immediately after the secondary grout flowing. In the grouting process, when the grouting pressure or the injection rate changes greatly suddenly, the reason should be found immediately, and corresponding measures should be taken.
In this embodiment, in step S1, the step of performing grouting on the abutment base 110 further includes: and selecting the grouting hole position by adopting a grouting construction mode of firstly performing periphery and then performing inside and jumping hole and separating hole grouting.
The grouting reinforcement construction process further comprises: grouting: during grouting, a grouting construction mode of firstly performing periphery and then performing internal and jumping hole and separating hole grouting is adopted.
Referring to fig. 2, 3, and 4, in the present embodiment, the step S2 of providing the reinforcing foundation 300 at the side of the abutment foundation 120 and providing the reinforcing wall 310 at the side of the abutment body 130 includes: pouring reinforced concrete on the side of the abutment foundation 120 to form a reinforced foundation 300; reinforcing bars are planted at the side portions of the abutment body 130 to form the reinforcing walls 310.
Specifically, C30 concrete is poured into a concrete foundation on one side, close to the crack 200, of the inner side of the bridge abutment 100, the length and the width of the reinforced foundation 300 are 7.5m, the reinforced foundation 300 is intersected with the side wall and the front wall, the height of the reinforced foundation 300 is consistent with that of the original bridge abutment foundation 120, and the distance between the top of the foundation and the top surface of the bridge abutment 100 is 8m.
In this embodiment, the step S2 of installing the reinforcing foundation 300 at the side of the abutment foundation 120 and installing the reinforcing wall 310 at the side of the abutment body 130 further includes: the steel bar planting adopts three rows of steel bar net pieces of vertical steel bar planting, three rows of steel bar net pieces are transversely paved, and are tied with the tie bars, and the joint is bound.
Specifically, the original concrete surfaces of the inner side wall and the inner front wall of the abutment 100 are roughened, and the roughening strictly prohibits the damage to the original structural steel bars. The ribs are embedded on the inner side wall and the inner front wall of the abutment 100
Three rows of tie bars and vertical embedded bars
The reinforcing mesh sheet ofLay three rows
The width of the steel bar net piece is 1000mm, and the steel bar net piece is tied with a tie bar and is bound at the joint.
The concrete reinforced wall 310 with the height of 8m is arranged on the newly poured foundation, the thickness of the side wall and the back wall is increased by 1m, and the length of the reinforced wall 310 on the side wall and the back wall is 7.5m, which is the same as that of the reinforced foundation 300. The concrete is marked as C35, and the height is the same as the height of the original bridge deck 100. The interface maintenance is strengthened, and the bonding quality of the newly added concrete and the original structure concrete is ensured.
Referring to fig. 7, in this embodiment, in step S3, the step of grouting and sealing the exposed surface crack 200 of the abutment 100 includes: and performing HM-120M structural adhesive crack pouring on the exposed surface crack 200 of the abutment 100, and sealing the surface by using epoxy sealing adhesive.
Specifically, for the vertical crack 200 and the oblique crack 200 of the abutment 100, HM-120M structural adhesive is used for pouring the crack in the crack, and epoxy sealing adhesive is used for sealing the surface, and the concrete reinforcing measures are as follows: grouting and repairing the crack 200: designing a cloth nozzle drawing → cleaning the crack 200 → sticking a grouting nozzle → sealing the crack 200 → checking the sealing condition of the crack 200 → cloth leakage → slurry mixing → grouting → effect checking → surface sealing treatment.
Referring to fig. 7, in this embodiment, the steps of performing HM-120M structural adhesive crack pouring on the exposed crack 200 of the abutment 100 and performing epoxy sealing treatment on the surface of the exposed crack include: under the condition that the width of the crack 200 is more than or equal to 0.15 mm; grouting nozzles 500 and grout outlet nozzles 510 are sequentially adhered at intervals in the extending direction of the crack 200, and the crack 200 is sealed by epoxy sealing glue; testing the pressure by adopting compressed air, checking the sealing condition of the crack 200 and sealing the air leakage position in time; adopting HM-120M structural adhesive to prepare slurry, and adopting a pressurizing machine to perform grouting; the surface is sealed by epoxy sealing glue.
Specifically, a mud jacking nozzle 500 and a mud discharging nozzle 510 are arranged. And (4) flushing cracks 200 by using a high-pressure water gun, and removing loose concrete, sand ash, oil dirt and the like to keep the interface clean and moist. The grouting nozzles are pasted according to the layout of the grouting nozzle 500 and the grout outlet 510, and the crack 200 is sealed by using epoxy sealing glue. And (5) testing the pressure by adopting compressed air, checking the sealing condition of the crack 200 and sealing the air leakage position in time. And (4) preparing slurry according to the requirements of the HM-120M structural adhesive, and grouting by adopting a pressurizing machine. Checking the grouting effect and sealing the surface by using epoxy sealing glue.
The grouting equipment has the functions of opening, closing and sealing and is convenient for bonding by an electric air compressor, an air storage tank, an air supply pipe, a slurry storage tank, a slurry conveying pipe and a slurry pressing nozzle 500; so as to meet the process requirements of pressure test, injection test, exhaust test, pressure maintaining and the like after sealing; the pulp conveying and air feeding pipe adopts DN20 welding pipe, and the pressure resistance is more than 4.5 MPa.
When the sealant is used for a crack pouring process, a special sealing adhesive is used, and the bonding strength of the adhesive and concrete is more than 4MPa; the glue layer is uniform and has no air bubbles and air holes, the thickness is more than 2mm, the glue layer is connected and sealed with the mud jacking nozzle 500, when the grouting pressure is higher, glass fiber cloth can be attached to enhance the bonding strength of the sealing tape glue seam, and the width of the fiber cloth is 60-80 mm. After the joint sealing glue is cured, clean and oilless compressed air is used for testing pressure, and whether a grouting channel is smooth, sealed and free of leakage is determined. In the construction process, the grouting sequence is constructed according to the sequence from wide to thin and the vertical crack 200 from bottom to top. The grouting nozzle 500 should be removable after the grout has initially set. The initial setting time is referred to the product description and technical parameters.
Referring to fig. 7, in the present embodiment, a single slit is provided with one grouting nozzle 500 every 250 mm; the penetrating crack 200 is additionally provided with grouting nozzles 500 every 1-2 m.
Specifically, the mud jacking nozzles 500 are arranged on a principle; the grouting nozzles 500 are distributed at intervals of about 250mm at single seams, and before grouting and grout sealing are adhered, the surface of concrete is treated along the seams to remove loose sand and dust and oil dirt, so that the grouting nozzles 500 and the grout sealing glue are adhered to a firm and flat concrete base surface.
In this embodiment, the grouting nozzles 500 are disposed at the ends, intersections, or wider portions of the cracks 200.
Specifically, the grouting nozzles 500 are arranged at the end, the intersection and the wider part of the crack 200, and one grouting pipe should be additionally arranged at intervals of 1-2m for the penetrating crack 200.
In this embodiment, in step S3, the step of sealing the exposed surface crack 200 of the abutment 100 by grouting further includes: in case of crack 200 width <0.15 mm; and sealing the surface by using epoxy sealing glue. The crack 200 with the width of the crack 200 less than 0.15mm only needs to adopt epoxy sealing glue for surface sealing, and the surface of the bridge abutment 100 needs to be beautiful after the surface sealing.
Referring to fig. 5 and 6, in the present embodiment, after the crack 200 is reinforced, the base layers of the left and right abutments 100 are treated and brushed with cement base material three times. And (5) perfecting the construction of the abutment 100 conical slope and the drainage system according to the original design drawing. After the crack 200 reinforcement construction is completed, the crack 200 development condition of the abutment 100 is observed in a reinforced manner.
The method is analyzed and introduced by combining a reinforced concrete abutment 100 crack 200 grouting reinforcement technology so as to provide reference for similar engineering projects. The project bridge span arrangement adopts 5 x (3 x 30) m + (26.3 +27+25+ 21.7) m +3 x 30+4 x 30m +3 x 30m. The bridge has a length of 879m, a bridge deck clear width of 2 multiplied by 15.5m, a main bridge is formed by simply supporting prestressed concrete and then continuously arranging T-shaped beams, column piers and drilling holes 400, a rock-socketed pile foundation is poured into the main bridge, and a bridge abutment 100 adopts a U-shaped abutment to enlarge the foundation. The bridge begins to be constructed in 12 months in 2017, and T-beam erection and bridge deck pavement are completed in 12 months in 2019. 3 oblique cracks 200 exist in the left side wall of the abutment 100 in 3 months in 2020, wherein 1 crack 200 develops downwards along the top of the side wall and extends to the front wall, the width of the crack 200 is 1.75-120 mm, and obvious slab staggering and local concrete damage exist at the crack 200. 6 cracks 200 exist on the front wall of the abutment 100, wherein 5 vertical cracks 200 and 1 oblique crack 200 extend from the side wall to the front wall crack 200, and obvious dislocation exists on the surface of the oblique crack 200.
Through on-site and on-site investigation, analysis shows that the cracks 200 are mainly generated due to continuous change of weather conditions and one-time backfill of the top surface of the abutment 100 abutment back, a large amount of gravels are accumulated, so that the left side wall and the front wall are locally subjected to overlarge uneven load for a long time, and accordingly large horizontal thrust is generated, and the side wall and the front wall of the abutment 100 are cracked.
In the design process of the bridge abutment 100, the length of the concrete bridge abutment 100 is controlled to be about 10m in sections, the reinforcement ratio is properly improved in a high stress area, and the width of the crack 200 is controlled. Meanwhile, the pouring time of the concrete of the platform body and the bearing platform is shortened as much as possible in the construction process, and the shrinkage difference is reduced. In addition, the consumption of cement is reduced, and the generation of hydration heat is reduced. The temperature of the mixed materials such as sand, stone, cement, water and the like is reduced as much as possible in the stirring process. On the other hand, the too fast change of the temperature in the concrete construction process is controlled, and the shrinkage cracks 200 on the surface are reduced.
The method comprises the steps of performing reverse cutting excavation on backfill of the abutment 100, performing drilling 400 on the abutment base 110, performing grouting stably, adopting a rectangular thickened foundation and a reinforcing wall 310 with the thickness of 1M to reinforce the back wall and the side wall of the abutment 100, adopting bar planting reinforcement for reinforcing the reinforcing wall 310, improving the bearing capacity of the foundation and the abutment 100, and performing grouting sealing on the exposed surface crack 200 of the abutment 100 by using HM-120M structural grouting glue pressure grouting. The problems of sinking and deformation cracks 200 of the abutment foundation 120 are solved, the structural requirements of the original design are guaranteed, the enlargement of the disposal of the abutment 100 is reduced, the left construction is carried out, and the right construction is normally guaranteed to pass.
The bridge abutment crack treatment method provided by the embodiment at least has the following advantages:
the method comprises the steps of performing reverse cutting excavation on backfill of the abutment 100, performing drilling 400 on an abutment substrate 110, grouting stably, reinforcing the abutment 100 back wall and the side walls by adopting thickened foundations and reinforcing walls 310, reinforcing the reinforcing walls 310 by adopting embedded steel bars, improving the bearing capacity of the foundations and the abutment 100, and grouting and sealing the cracks 200 of the exposed surface of the abutment 100 by using pressure grouting.
The structural requirement of the original design is guaranteed, the expansion of the treatment of the abutment 100 is reduced, the left construction is carried out, and the right construction is carried out normally to guarantee the traffic. The process is simple and applicable, and meets the requirements of safety and use functions. Meanwhile, time is saved in the construction process, the construction difficulty is greatly reduced, the construction safety risk is reduced, the engineering cost is saved, the construction period is shortened to the maximum extent, the method guarantees the normal traffic of a construction site, and meanwhile, the construction period is guaranteed.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The bridge abutment crack treatment method is characterized by comprising the following steps:
grouting the abutment base (110);
arranging a reinforced foundation (300) at the side part of the abutment foundation (120), and arranging a reinforced wall (310) at the side part of the abutment body (130);
and grouting and sealing the exposed surface crack (200) of the abutment (100).
2. The bridge fracture management method according to claim 1, wherein the step of providing the reinforcing foundation (300) at the side of the bridge foundation (120) and the reinforcing wall (310) at the side of the bridge body (130) comprises:
casting reinforced concrete on the side of the abutment foundation (120) to form the reinforced foundation (300); and reinforcing steel bars are planted on the side parts of the abutment body (130) to form the reinforcing wall (310).
3. The bridge abutment crack management method of claim 2, wherein the step of providing a reinforcement foundation (300) at a side of the bridge abutment foundation (120) and providing a reinforcement wall (310) at a side of the bridge abutment body (130) further comprises:
the steel bar planting adopts three rows of steel bar net pieces of vertical steel bar planting, three rows of steel bar net pieces are transversely paved, and are tied with the tie bars, and the joint is bound.
4. The abutment fracture management method of claim 1, wherein the step of grouting the abutment substrate (110) comprises:
drilling a hole (400) at the grouting hole position by using a drilling machine;
adopting a primary grouting pipe (410) and a secondary grouting pipe (420) which are arranged in the drill hole (400) to respectively perform primary grouting and secondary grouting in the drill hole (400);
and sealing the hole opening of the drilling hole (400) by filling mortar.
5. The bridge land fracture management method of claim 4, wherein the step of grouting the bridge land substrate (110) further comprises:
and selecting the grouting hole position by adopting a grouting construction mode of grouting from the periphery to the interior and through the jumping hole and the separating hole.
6. The abutment fracture management method of claim 1, wherein the step of grout closing the abutment (100) outface fracture (200) comprises:
and (3) performing HM-120M structural adhesive crack pouring on the exposed surface crack (200) of the abutment (100), and sealing the surface by using epoxy sealing adhesive.
7. The bridge abutment crack management method of claim 6, wherein the step of performing HM-120M structural adhesive crack pouring on the exposed surface crack (200) of the bridge abutment (100) and sealing the surface with epoxy sealing adhesive comprises the following steps:
under the condition that the width of the crack (200) is more than or equal to 0.15 mm;
grouting nozzles are adhered to the grouting nozzles (500) and the grout outlet nozzles (510) which are sequentially arranged at intervals in the extending direction of the crack (200), and the crack (200) is sealed by epoxy sealing glue;
adopting compressed air to test the pressure, checking the sealing condition of the crack (200) and sealing the air leakage position in time;
adopting HM-120M structural adhesive to prepare slurry, and adopting a pressurizing machine to perform grouting;
the surface is sealed by epoxy sealing glue.
8. The bridge abutment crack management method according to claim 7, characterized in that:
one grouting nozzle (500) is arranged at intervals of 250mm in a single seam; the grouting nozzle (500) is additionally arranged at intervals of 1-2m of the penetrating crack (200).
9. The abutment crack management method according to claim 8, wherein:
the grouting nozzle (500) is arranged at the end part, the intersection or the wider part of the crack (200).
10. The method of claim 1, wherein the step of grout sealing the open face fracture (200) of the abutment (100) further comprises:
in the case of a crack (200) width <0.15 mm;
and sealing the surface by using epoxy sealing glue.
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Citations (4)
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|---|---|---|---|---|
| CN102966049A (en) * | 2012-11-28 | 2013-03-13 | 华南理工大学 | Method for treating vertical crack of reinforced concrete bridge abutment |
| CN104746440A (en) * | 2015-02-26 | 2015-07-01 | 北京公联信达智能交通技术有限责任公司 | Mudjacking type anchor rod reinforcing method for repairing longitudinal cracking of U-shaped bridge abutment |
| CN105464002A (en) * | 2014-08-18 | 2016-04-06 | 宁波市江北交通工程有限公司 | Reinforcing construction method of reinforcing steel concrete thin-walled abutment |
| CN215052265U (en) * | 2021-06-29 | 2021-12-07 | 中交路桥建设有限公司 | Reinforced concrete thin wall body reinforced structure |
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2022
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| CN102966049A (en) * | 2012-11-28 | 2013-03-13 | 华南理工大学 | Method for treating vertical crack of reinforced concrete bridge abutment |
| CN105464002A (en) * | 2014-08-18 | 2016-04-06 | 宁波市江北交通工程有限公司 | Reinforcing construction method of reinforcing steel concrete thin-walled abutment |
| CN104746440A (en) * | 2015-02-26 | 2015-07-01 | 北京公联信达智能交通技术有限责任公司 | Mudjacking type anchor rod reinforcing method for repairing longitudinal cracking of U-shaped bridge abutment |
| CN215052265U (en) * | 2021-06-29 | 2021-12-07 | 中交路桥建设有限公司 | Reinforced concrete thin wall body reinforced structure |
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