CN114737626A - Foundation reinforcement construction method during bridge operation - Google Patents
Foundation reinforcement construction method during bridge operation Download PDFInfo
- Publication number
- CN114737626A CN114737626A CN202210393021.9A CN202210393021A CN114737626A CN 114737626 A CN114737626 A CN 114737626A CN 202210393021 A CN202210393021 A CN 202210393021A CN 114737626 A CN114737626 A CN 114737626A
- Authority
- CN
- China
- Prior art keywords
- foundation
- bearing platform
- construction
- bridge
- reinforcing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 89
- 230000002787 reinforcement Effects 0.000 title claims abstract description 29
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 47
- 238000001514 detection method Methods 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 239000004567 concrete Substances 0.000 claims description 33
- 238000012544 monitoring process Methods 0.000 claims description 29
- 238000000034 method Methods 0.000 claims description 28
- 238000006073 displacement reaction Methods 0.000 claims description 17
- 230000008569 process Effects 0.000 claims description 16
- 238000005553 drilling Methods 0.000 claims description 15
- 239000002893 slag Substances 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 230000008859 change Effects 0.000 claims description 3
- 230000003203 everyday effect Effects 0.000 claims description 3
- 239000003112 inhibitor Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 238000005204 segregation Methods 0.000 claims description 3
- 239000002356 single layer Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 5
- 238000011161 development Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000032683 aging Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/64—Repairing piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a foundation reinforcement construction method during bridge operation, which comprises the following steps: s1, detecting the pier foundation and issuing a detection report; s2, building a temporary support system for the bridge according to the detection report; s3, reinforcing pile foundation construction; and S4, reinforcing the bearing platform for construction. On one hand, the invention ensures the normal traffic operation of the bridge without stopping or closing the traffic; on the premise of ensuring construction safety, the reinforcing construction difficulty of the bridge foundation is reduced, and the construction quality and progress are guaranteed.
Description
Technical Field
The invention belongs to the technical field of construction, and particularly relates to a foundation reinforcement construction method during bridge operation.
Background
The bridge is reinforced, namely the bearing capacity and the service performance of a member and even the whole structure are improved through certain measures so as to meet new requirements. Namely, the condition that the bridge cannot be used continuously is processed. The reinforcement is caused by poor bridge durability, aging, improper design or poor construction quality. After the bridge is reinforced, the service life of the bridge can be prolonged, the bridge can meet the requirement of traffic volume by using a small amount of capital investment, the centralization of bridge investment can be alleviated, and the loss of personnel and property caused by bridge collapse can be prevented and avoided.
Because part of bridges are positioned in a traffic main road, if the bridges are closed for reinforcing construction, traffic is inevitably interrupted, so that economic development is influenced, when the bridges are operated to pass through, the upper structure is influenced by load, temperature and the like of motor vehicles, the beam bodies are always in a deformation state, and the requirement on a lower reinforcing temporary support system is high; in addition, the links such as machine tool selection, steel reinforcement cage hoisting and the like during pile foundation construction are limited to a certain extent by the requirement of bridge bottom clearance, and the construction difficulty is high; meanwhile, part of the bridge is positioned on a deep silt layer, when the reinforcing construction is carried out, the conditions such as hole collapse and the like are easy to occur during the pile foundation construction, the soil body displacement causes additional force influences such as transverse extrusion and the like on the existing bridge pile, the construction progress is influenced, and meanwhile, the large potential safety hazard is achieved.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a foundation reinforcement construction method during the operation of a bridge, on one hand, traffic does not need to be paused or closed, and the normal passing operation of the bridge is ensured; on the premise of ensuring construction safety, the reinforcing construction difficulty of the bridge foundation is reduced, and the construction quality and progress are guaranteed.
The invention provides a foundation reinforcement construction method during bridge operation, which comprises the following steps:
s1, detecting the pier pile foundation and issuing a detection report;
s2, building a temporary support system for the bridge according to the detection report;
s3, reinforcing pile foundation construction;
and S4, reinforcing the bearing platform for construction.
In the above technical solution, the present invention may be further modified as follows.
The preferable technical scheme is characterized in that: in the step S2, anti-collapse temporary supports are adopted for the upper structures on both sides of the connecting pier, and the anti-collapse temporary supports are erected before the reinforced pile foundation enters the construction site and are removed after the whole reinforcing construction is completed.
The preferable technical scheme is characterized in that: in the step S2, a reinforced concrete strip foundation is adopted, support columns are supported by circular steel, column tops are supported by i-shaped steel along the bridge direction, main bearing beams are arranged in a single-layer 3-row reinforced bailey beam transverse bridge direction, 3-5 groups are arranged at each support, the bailey beam is limited transversely by channel steel diagonal braces, the diagonal braces and the bailey beams are fixed by bolt clamps, longitudinal distribution beams are intensively arranged in the range of a box girder web by i-shaped steel, plate culvert top support brackets are erected on the distribution beams, top support adjustable devices are installed at the tops of the distribution beams, and the top supports and the box girder are padded with square timbers; the anti-collapse temporary support is used for preventing and reinforcing the top bearing of the upper structure when the bridge pier is unstable, and does not have an effect under normal conditions, the upper beam body is of a continuous beam structure and can generate deflection deformation, a deformation joint of 4-7mm is reserved between the square timber and the upper beam body, and a rubber gasket is filled in the deformation joint to form a soft support, so that the phenomenon that the beam body is damaged due to counter force generated on the bridge pier under the condition of temperature deformation is avoided.
The preferable technical scheme is characterized in that: in the step S3, a plurality of drill holes are symmetrically added around the existing bearing platform and a reinforcing pile foundation is poured, underwater concrete is adopted in consideration of the fact that the newly added reinforcing pile foundation can bear all upper loads and the design of a rock-socketed pile, and a rust inhibitor is added into the concrete; the plurality of reinforced pile foundations adopt a full-hydraulic hole forming process of a full-rotary drilling machine, the full-rotary drilling machine is used for embedding the steel casing into a stable geological formation, and the full-rotary drilling machine is used for drilling by a grab bucket of the full-rotary drilling machine and an RCD reverse circulation rock grinding machine, so that disturbance to surrounding buildings and the original formation is reduced.
The preferable technical scheme is characterized in that: in the step S4, the bearing platform is reinforced by adopting a mode of adding a bearing platform and supporting the bearing platform under the existing bearing platform, the thickness of the added bearing platform is 3-4 m, the thickness of the supporting part under the old bearing platform is 1-2 m, the thickness of the part above the old bearing platform is 1.5-2.5 m, and the bearing platform adopts self-compacting micro-expansion concrete.
The preferable technical scheme is characterized in that: in step S4, reinforcing the bearing platform foundation pit support: the reinforced bearing platform foundation pit support structure is supported by Larsen steel sheet piles, a support is arranged between the support structures and is arranged at a position 0.6-1m below the pit top, and the support structure adopts section steel as a steel purlin and is supported by steel pipes.
The preferable technical scheme is characterized in that: in the step S4, excavating a foundation pit of the reinforcing bearing platform: the earthwork of the foundation pit of the whole bearing platform needs to be excavated by adopting a manual earthwork excavating process, the peripheral open-air part is vertically lifted by adopting a manual excavation winch to remove the slag out of the foundation pit, the middle part covered by the current-situation bearing platform is manually excavated in a hidden way and horizontally transported to the open air, and then the slag is vertically lifted by adopting the winch to remove the slag out of the pit; during excavation, symmetrical operation is conducted as far as possible, stacking of spoil and parking of large equipment within 5 meters around a foundation pit are strictly forbidden, and unbalance loading influence on a bridge pile foundation is reduced.
The preferable technical scheme is characterized in that: in the step S4, reinforcing the pile cap with steel bars: because of being stopped by the current situation retaining cushion cap and tubular pile, the cushion cap reinforcing bar can not adopt machinery hoist and mount to the operating point, adopts artifical transport, also can not install whole root, and every main muscle all need be cut into two halves, inserts the installation from both sides, passes through sleeve mechanical connection or welding in the centre, connects and need stagger the arrangement, and the interval of staggering is according to many times reinforcing bar diameter, and same cross-section connects quantity and must not be greater than 50% of reinforcing bar quantity.
The preferable technical scheme is characterized in that: in step S4, pouring reinforced bearing platform concrete: firstly, chiseling the concrete surface of an existing bearing platform, cleaning and cleaning the concrete surface, pouring the bearing platform concrete in multiple times, pouring the concrete to the bottom of the current bearing platform in the first time, pouring the concrete to the designed top elevation in the second time, adopting self-compacting micro-expansive concrete, strictly prohibiting adopting an inserted vibrating rod for vibrating, enabling the layering thickness of single pouring to be not more than 30cm, adopting a crane to hoist a hopper to enter a mold through a string cylinder so as to prevent concrete from segregation, and reinforcing the maintenance operation within 14 days after the pouring is completed.
The preferable technical scheme is characterized in that: in the steps S2 to S4, construction monitoring is further included, and the construction monitoring specifically includes: (1) monitoring content: in the reinforcement construction process, regular settlement and displacement of the plane and elevation control network points are observed; observing the settlement and displacement of the reinforced pier and bearing platform foundation; monitoring the deformation of the upper structure of the bridge; dynamically monitoring the stent system; focusing on the change rate of each monitoring data; (2) monitoring frequency: in the reinforcing construction process, 2 times of observation are carried out on a support system, a beam body, a pier and a bearing platform foundation every day; (3) early warning value: when the vertical displacement of the pier bearing platform is observed to be larger than 3mm, the horizontal displacement is larger than 5mm, and the existing bridge pipe pile generates a visible annular crack, all construction is suspended, the condition is reported to relevant units in time, a good treatment scheme is determined by each party involved in the construction, and construction can be carried out after the settlement and the displacement of the pier and the bearing platform foundation are stopped; and the pier monitoring points in the construction monitoring are arranged on the bridge capping beam.
The invention has the beneficial effects that: according to the invention, the bridge pier foundation is detected, a detection report is issued, a temporary support system is set up for the bridge according to the detection report, and the construction of a reinforced pile foundation and a reinforced bearing platform is carried out on the premise of dynamic monitoring. The whole construction method can not cause traffic to be interrupted, economic development is not influenced, in the construction process, the restriction of the pile foundation construction to the site environment is small, the construction difficulty is reduced, and meanwhile, the conditions such as hole collapse and the like can not occur, so that the construction efficiency and the construction progress are greatly guaranteed, and meanwhile, the construction method has good safety.
Drawings
In order to more clearly illustrate the detailed description of the invention or the technical solutions in the prior art, the drawings that are needed in the detailed description of the invention or the prior art will be briefly described below. Throughout the drawings, like elements or portions are generally identified by like reference numerals. In the drawings, elements or portions are not necessarily drawn to scale.
Fig. 1 is a schematic flow chart of a foundation processing construction method during bridge operation according to an embodiment of the invention.
Fig. 2 is a schematic structural diagram of a bridge according to an embodiment of the present invention for building a temporary support system.
Fig. 3 is another schematic structural diagram of the temporary support system for erecting a bridge according to an embodiment of the present invention.
Fig. 4 is a schematic structural diagram of the temporary support system for a bridge according to an embodiment of the present invention.
Fig. 5 is another schematic structural diagram of the temporary support system for a bridge according to the embodiment of the present invention.
Fig. 6 is a schematic structural view of a reinforced pile foundation according to an embodiment of the present invention.
Fig. 7 is a structural view of a reinforcing platform according to an embodiment of the present invention.
FIG. 8 is another structural schematic of a reinforced platform according to an embodiment of the present invention.
Fig. 9 is a schematic structural view of a reinforced bearing platform foundation pit support according to an embodiment of the invention.
Fig. 10 is another schematic structural view of a reinforced bearing platform foundation pit support according to an embodiment of the invention.
Fig. 11 is a schematic structural diagram of excavation of a foundation pit of the reinforcement bearing platform in the reinforcement construction process according to the embodiment of the invention.
Fig. 12 is a schematic view illustrating monitoring of a pier and a cap foundation in a reinforcement construction process according to an embodiment of the present invention.
Figure 13 is a plan view of a prior art old pier pile foundation.
In the figure, the respective symbols have the following meanings:
1. a reinforced concrete strip foundation; 2. 609 x 16mm steel; 3. 2I63c I-steel, 4, Bailey beam; 5. i25b type I-shaped steel; 6. jacking; 7. square wood; 8. a rubber gasket; 9. a pile foundation; 10. reinforcing the bearing platform; 11. SP-IV type Larsen steel plate; 12. steel purlin; 13. and a capping beam.
Detailed Description
In order to further understand the contents, features and effects of the present invention, the following examples are illustrated and described in detail as follows:
referring to fig. 13, in the present embodiment, the existing pier foundation is a PHC tubular pile foundation with a diameter of 600mm, and a part of the existing pier foundation is driven by inclined piles, wherein 10 tubular piles are used as the old piers, and the depth of the pile is about 50 meters. When the foundation reinforcement construction is carried out, the following important difficulties exist, (1) the bridge is in operation and is communicated, the upper structure is influenced by the load, the temperature and the like of a motor vehicle, the beam body is always in a deformation state, and the requirement on the lower reinforcement temporary support system is high; (2) the construction method has the advantages that the construction difficulty is higher due to the requirement of bridge bottom clearance and certain restrictions on machine selection, reinforcement cage hoisting and other links during the construction of the pile foundation 9; (3) the area is a deep silt layer, the conditions of hole collapse and the like are easy to occur during the construction of the pile foundation 9, and the soil displacement affects the existing bridge piles by additional force such as transverse extrusion and the like.
Referring to fig. 1 to 12, the present embodiment provides a foundation reinforcing construction method during a bridge operation period, including the following steps:
s1, detecting the pier foundation 9 and issuing a detection report;
s2, building a temporary support system for the bridge according to the detection report;
s3, reinforcing the pile foundation 9 for construction;
and S4, constructing the reinforced bearing platform 10.
Referring to fig. 2 to 5, in step S2, anti-collapse temporary supports are adopted for the upper structures on both sides of the connecting pier, and the anti-collapse temporary supports are erected before the reinforced pile foundation 9 enters the field for construction and are removed after all the reinforcement construction is completed.
Referring to fig. 2 to 5, in the step S2, a reinforced concrete strip foundation 1 is adopted, support columns are supported by 609 × 16mm steel 2, column-top longitudinal beams along a bridge direction adopt 2I63c I-steel 3, main bearing beams are arranged in a single-layer 3-row reinforced beret beam 4 transverse bridge direction, 3 groups are arranged at each support, the beret beam 4 is transversely limited by [10 channel steel diagonal braces, the diagonal braces and the beret beams 4 are fixed by bolt clamps, longitudinal distribution beams are intensively arranged in the range of a box beam web by I25b type I-steel 5, plate culvert top bearing supports are erected on the distribution beams, top supports 6 adjustable devices are installed at the tops of the distribution beams, and top supports 6 and box beam cushions 100 × 100 square beams 7 are installed; prevent the temporary support that collapses and bear the top of superstructure when for the prevention consolidates pier unstability, can not produce the effect under the normal condition, the upper portion roof beam body is continuous beam structure and can produce the amount of deflection and warp, reserves 5mm movement joint and fills in rubber pad 8 between the square timber 7 and the upper portion roof beam body, forms the soft stay, avoids producing the counter-force and causing the roof beam body impaired to the pier under the temperature deformation appearance condition.
Please refer to fig. 6, in the step S3, 4 holes with a diameter of 1.2m are symmetrically added around the existing bearing platform, and the reinforcing pile foundation 9 is poured, the design considers that the newly added reinforcing pile foundation 9 can bear all the upper load, and according to the design of the rock-socketed pile, the underwater C35 concrete is adopted, and 10kg/m3 rust inhibitor is added into the concrete; the plurality of reinforced pile foundations 9 adopt a full-hydraulic hole forming process of a full-rotary drilling machine, the full-rotary drilling machine buries the steel casing into the stable geological formation, and the full-rotary drilling machine is used for drilling by a grab bucket of the full-rotary drilling machine and an RCD reverse circulation rock grinding machine, so that disturbance to surrounding buildings and the original formation is reduced.
Referring to fig. 7 to 11, in the step S4, the new platform 10 is reinforced by a new platform bottom support method under the existing platform, the new platform has a thickness of 3.5 m, the support part under the old platform has a thickness of 1.5 m, the part above the old platform has a thickness of 2m, and the platform is made of C45 self-compacting micro-expansive concrete.
Referring to fig. 7 to 11, in step S4, the reinforcement platform 10 is used for supporting the foundation pit: the reinforced bearing platform 10 foundation pit enclosing structure is supported by SP-IV type Larsen steel plate 11 piles with the length of 9m and the width of 40cm, a support is arranged between the enclosing structures and is arranged at a position 0.8m below the pit top, and the support structure adopts 400x400x13x21H section steel as a steel enclosing purlin 12 and is supported by a phi 350x14 steel pipe.
Referring to fig. 7 to 11, in step S4, a foundation pit of the reinforcement platform 10 is excavated: the earthwork of the foundation pit of the whole bearing platform needs to be excavated by adopting a manual earthwork excavating process, the peripheral open-air part is vertically lifted by adopting a manual excavation winch to remove the slag out of the foundation pit, the middle part covered by the current-situation bearing platform is manually excavated in a hidden way and horizontally transported to the open air, and then the slag is vertically lifted by adopting the winch to remove the slag out of the pit; during excavation, symmetrical operation is conducted as far as possible, stacking of spoil and parking of large equipment within 5 meters around a foundation pit are strictly forbidden, and unbalance loading influence on a bridge pile foundation 9 is reduced.
Referring to fig. 7 to 11, in the step S4, the reinforcing steel bar of the reinforced platform 10 is constructed: because the current situation keeps cushion cap and tubular pile to block, the cushion cap reinforcing bar can not adopt machinery hoist and mount to the operating point, adopts artifical transport, also can not install whole root, every main muscle all need cut into two halves, inserts the installation from both sides, passes through sleeve mechanical connection or welding in the centre, connects and need stagger the arrangement, and the interval of staggering is according to 36 reinforcing bar diameters, and same cross-section connects quantity must not be greater than 50% of reinforcing bar quantity.
Referring to fig. 7 to 11, in step S4, the reinforced platform 10 is poured with concrete: firstly, chiseling the concrete surface of an existing bearing platform, cleaning and cleaning the concrete surface, pouring the bearing platform concrete in multiple times, pouring the concrete to the bottom of the current bearing platform in the first time, pouring the concrete to the designed top elevation in the second time, adopting self-compacting micro-expansive concrete, strictly prohibiting adopting an inserted vibrating rod for vibrating, enabling the layering thickness of single pouring to be not more than 30cm, adopting a crane to hoist a hopper to enter a mold through a string cylinder so as to prevent concrete from segregation, and reinforcing the maintenance operation within 14 days after the pouring is completed.
Referring to fig. 1 to 12, in the steps S2 to S4, the method further includes construction monitoring, where the construction monitoring specifically includes: (1) monitoring content: in the reinforcement construction process, regular settlement and displacement of the plane and elevation control network points are observed; observing the settlement and displacement of the reinforced pier and bearing platform foundation; monitoring the deformation of the upper structure of the bridge; dynamically monitoring the stent system; focusing on the change rate of each monitoring data; (2) monitoring frequency: in the reinforcing construction process, 2 times of observation are carried out on a support system, a beam body, a pier and a bearing platform foundation every day; (3) early warning value: when the vertical displacement of the pier bearing platform is observed to be larger than 3mm and the horizontal displacement is larger than 5mm, and visible annular cracks are generated on existing bridge pipe piles, all construction is suspended, the conditions are reported to relevant units in time, a good treatment scheme can be determined by all participating parties, and construction can be performed after the settlement of the pier and the bearing platform foundation is stopped and the displacement is carried out; the pier monitoring points in the construction monitoring are arranged on the bridge capping beam 13.
By adopting the construction method of the embodiment, traffic can not be interrupted, economic development is not influenced, in the construction process, the construction of the pile foundation 9 is less restricted by the site environment, the construction difficulty is reduced, the conditions such as hole collapse can not occur, the construction efficiency and the construction progress are greatly guaranteed, and meanwhile, the construction method has good safety.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically defined otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction. Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (10)
1. A foundation reinforcement construction method during bridge operation is characterized in that: the method comprises the following steps:
s1, detecting the pier foundation and issuing a detection report;
s2, building a temporary support system for the bridge according to the detection report;
s3, reinforcing pile foundation construction;
and S4, reinforcing the bearing platform for construction.
2. The method for foundation reinforcement construction during bridge operation according to claim 1, wherein: in step S2, anti-collapse temporary supports are adopted for the upper structures on both sides of the connecting pier, and the anti-collapse temporary supports are erected before the reinforced pile foundation enters the field for construction, and are removed after all the reinforcing construction is completed.
3. The method for foundation reinforcement construction during bridge operation according to claim 2, wherein: in the step S2, a reinforced concrete strip foundation is adopted, support columns are supported by circular steel, column tops are supported by i-shaped steel along the bridge direction, main bearing beams are arranged in a single-layer 3-row reinforced bailey beam transverse bridge direction, 3-5 groups are arranged at each support, the bailey beam is limited transversely by channel steel diagonal braces, the diagonal braces and the bailey beams are fixed by bolt clamps, longitudinal distribution beams are intensively arranged in the range of a box girder web by i-shaped steel, plate culvert top support brackets are erected on the distribution beams, top support adjustable devices are installed at the tops of the distribution beams, and the top supports and the box girder are padded with square timbers; the anti-collapse temporary support is used for preventing and reinforcing the top bearing of the upper structure when the bridge pier is unstable, and does not have an effect under normal conditions, the upper beam body is of a continuous beam structure and can generate deflection deformation, a deformation joint of 4-7mm is reserved between the square timber and the upper beam body, and a rubber gasket is filled in the deformation joint to form a soft support, so that the phenomenon that the beam body is damaged due to counter force generated on the bridge pier under the condition of temperature deformation is avoided.
4. The method for foundation reinforcement construction during bridge operation according to claim 3, wherein: in the step S3, a plurality of drill holes are symmetrically added around the existing bearing platform and a reinforcing pile foundation is poured, underwater concrete is adopted in consideration of the fact that the newly added reinforcing pile foundation can bear all upper loads and the design of a rock-socketed pile, and a rust inhibitor is added into the concrete; the plurality of reinforced pile foundations adopt a full-hydraulic hole forming process of a full-rotary drilling machine, the full-rotary drilling machine buries the steel casing into the stable geological formation, and the full-rotary drilling machine is used for drilling by a grab bucket of the full-rotary drilling machine and an RCD reverse circulation rock grinding machine, so that disturbance to surrounding buildings and the original stratum is reduced.
5. The method for foundation reinforcement construction during bridge operation according to claim 1, wherein: in the step S4, the bearing platform is reinforced by adopting a mode of adding a bearing platform and supporting under the existing bearing platform, the thickness of the added bearing platform is 3-4 m, the thickness of the supporting part under the bottom of the old bearing platform is 1-2 m, the thickness of the part above the bottom of the old bearing platform is 1.5-2.5 m, and the bearing platform adopts self-compacting micro-expansion concrete.
6. The method for foundation reinforcement construction during bridge operation according to claim 5, wherein: in step S4, reinforcing the bearing platform foundation pit support: the reinforced bearing platform foundation pit support structure is supported by Larsen steel sheet piles, a support is arranged between the support structures and is arranged at a position 0.6-1m below the pit top, and the support structure adopts section steel as a steel purlin and is supported by steel pipes.
7. The method for foundation reinforcement construction during bridge operation according to claim 6, wherein: in the step S4, excavating a foundation pit of the reinforcing bearing platform: the earthwork of the foundation pit of the whole bearing platform needs to be excavated by adopting a manual earthwork excavating process, the peripheral open-air part is vertically lifted by adopting a manual excavation winch to remove the slag out of the foundation pit, the middle part covered by the current-situation bearing platform is manually excavated in a hidden way and horizontally transported to the open air, and then the slag is vertically lifted by adopting the winch to remove the slag out of the pit; during excavation, operations should be conducted symmetrically as much as possible, the stacking of waste soil and the parking of large-scale equipment within a range of 5 meters around a foundation pit are strictly forbidden, and the unbalance loading influence on a bridge pile foundation is reduced.
8. The method for foundation reinforcement construction during bridge operation according to claim 7, wherein: in the step S4, reinforcing the pile cap with steel bars: because of being stopped by the current situation retaining cushion cap and tubular pile, the cushion cap reinforcing bar can not adopt machinery hoist and mount to the operating point, adopts artifical transport, also can not install whole root, and every main muscle all need be cut into two halves, inserts the installation from both sides, passes through sleeve mechanical connection or welding in the centre, connects and need stagger the arrangement, and the interval of staggering is according to many times reinforcing bar diameter, and same cross-section connects quantity and must not be greater than 50% of reinforcing bar quantity.
9. The method for foundation reinforcement construction during bridge operation according to claim 8, wherein: in step S4, pouring reinforced bearing platform concrete: firstly, chiseling the concrete surface of an existing bearing platform, cleaning and cleaning the concrete surface, pouring the bearing platform concrete in multiple times, pouring the concrete to the bottom of the current bearing platform in the first time, pouring the concrete to the designed top elevation in the second time, adopting self-compacting micro-expansive concrete, strictly prohibiting adopting an inserted vibrating rod for vibrating, enabling the layering thickness of single pouring to be not more than 30cm, adopting a crane to hoist a hopper to enter a mold through a string cylinder so as to prevent concrete from segregation, and reinforcing the maintenance operation within 14 days after the pouring is completed.
10. A method of reinforcing a foundation during operation of a bridge according to any one of claims 1 to 9, wherein: in the steps S2 to S4, construction monitoring is further included, and the construction monitoring specifically includes: (1) monitoring content: in the reinforcement construction process, regular settlement and displacement of the plane and the elevation control network points are observed; observing the settlement and displacement of the reinforced pier and bearing platform foundation; monitoring the deformation of the upper structure of the bridge; dynamically monitoring the stent system; focusing on the change rate of each monitoring data; (2) monitoring frequency: 2 times of observation are carried out on the support system, the beam body, the bridge pier and the bearing platform foundation every day in the reinforcing construction process; (3) early warning value: when the vertical displacement of the pier bearing platform is observed to be larger than 3mm, the horizontal displacement is larger than 5mm, and the existing bridge pipe pile generates a visible annular crack, all construction is suspended, the condition is reported to relevant units in time, a good treatment scheme is determined by each party involved in the construction, and construction can be carried out after the settlement and the displacement of the pier and the bearing platform foundation are stopped; and the pier monitoring points in the construction monitoring are arranged on the bridge capping beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210393021.9A CN114737626A (en) | 2022-04-15 | 2022-04-15 | Foundation reinforcement construction method during bridge operation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210393021.9A CN114737626A (en) | 2022-04-15 | 2022-04-15 | Foundation reinforcement construction method during bridge operation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114737626A true CN114737626A (en) | 2022-07-12 |
Family
ID=82281501
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210393021.9A Pending CN114737626A (en) | 2022-04-15 | 2022-04-15 | Foundation reinforcement construction method during bridge operation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114737626A (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101388521B1 (en) * | 2014-01-28 | 2014-04-23 | 김동수 | Construction method of underground structure under the pier with supporting piles |
| CN106065577A (en) * | 2016-08-08 | 2016-11-02 | 福州轨道交通设计院有限公司 | The structure of a kind of new pile foundation underpinning and method |
| CN106498976A (en) * | 2016-11-17 | 2017-03-15 | 中铁十八局集团轨道交通工程有限公司 | A kind of inter-city passenger rail underpass of freeways open-cut group pushes up support and change method |
| CN106869038A (en) * | 2017-03-21 | 2017-06-20 | 广州大学 | Prevent servicing unit and its construction method that overpass is settled |
| JP2018024982A (en) * | 2016-08-08 | 2018-02-15 | オリエンタル白石株式会社 | Reinforcement method and reinforcement structure of existing pile foundation |
| CN108755453A (en) * | 2018-06-06 | 2018-11-06 | 石家庄铁道大学 | A kind of water punching is damaged the composite reinforcement structure and its reinforcement means of bridge pier |
| CN110055906A (en) * | 2019-04-22 | 2019-07-26 | 同济大学 | The Reinforcement of existing bridge when high-speed rail bridge is worn under shield |
| CN114108641A (en) * | 2021-12-08 | 2022-03-01 | 北京市市政四建设工程有限责任公司 | Construction method for common foundation pit of bridge bearing platform and underground structure |
-
2022
- 2022-04-15 CN CN202210393021.9A patent/CN114737626A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101388521B1 (en) * | 2014-01-28 | 2014-04-23 | 김동수 | Construction method of underground structure under the pier with supporting piles |
| CN106065577A (en) * | 2016-08-08 | 2016-11-02 | 福州轨道交通设计院有限公司 | The structure of a kind of new pile foundation underpinning and method |
| JP2018024982A (en) * | 2016-08-08 | 2018-02-15 | オリエンタル白石株式会社 | Reinforcement method and reinforcement structure of existing pile foundation |
| CN106498976A (en) * | 2016-11-17 | 2017-03-15 | 中铁十八局集团轨道交通工程有限公司 | A kind of inter-city passenger rail underpass of freeways open-cut group pushes up support and change method |
| CN106869038A (en) * | 2017-03-21 | 2017-06-20 | 广州大学 | Prevent servicing unit and its construction method that overpass is settled |
| CN108755453A (en) * | 2018-06-06 | 2018-11-06 | 石家庄铁道大学 | A kind of water punching is damaged the composite reinforcement structure and its reinforcement means of bridge pier |
| CN110055906A (en) * | 2019-04-22 | 2019-07-26 | 同济大学 | The Reinforcement of existing bridge when high-speed rail bridge is worn under shield |
| CN114108641A (en) * | 2021-12-08 | 2022-03-01 | 北京市市政四建设工程有限责任公司 | Construction method for common foundation pit of bridge bearing platform and underground structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112575670B (en) | T-shaped rigid frame bridge suitable for tunnel to pass through giant karst cave and construction technology thereof | |
| CN111364486B (en) | Remediation and reinforcement device and method for emergency rescue of slide-resistant pile side slope | |
| CN108316368A (en) | A kind of bridge pile foundation active support and change method for the only stake of only column | |
| CN111236241A (en) | Weak water-rich stratum subway foundation pit reinforcing excavation method based on half-cover excavation method | |
| CN114000459B (en) | Method for erecting platform for high-pile wharf cast-in-place pile construction | |
| CN113863367A (en) | In-situ protection suspension method for existing underground pipeline | |
| CN116479897A (en) | Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m | |
| CN114411721B (en) | Replacement construction method for steel trestle bridge forming and then anchoring steel pipe pile | |
| CN114737626A (en) | Foundation reinforcement construction method during bridge operation | |
| CN115198759A (en) | Supporting pile and vibration isolation barrier structure, design and construction method | |
| CN112627002B (en) | Continuous beam bridge suitable for tunnel to pass through giant karst cave and construction technical method thereof | |
| CN212336038U (en) | Support structure suitable for crossing foundation pit pipeline group | |
| CN109629587B (en) | Steel caisson pile body structure for bank abrupt slope and construction method | |
| CN113685190A (en) | Reinforcing system for shield to penetrate through shallow soft clay and construction method | |
| CN111270681A (en) | Construction method and structure of support structure suitable for crossing foundation pit pipeline group | |
| Fok et al. | Reinforced soil wall and approach embankment for Cliff Street overpass constructed on stabilized foundations | |
| CN115198787B (en) | Steel tube column type tower crane foundation and construction method thereof, and cover-excavation reverse construction method | |
| CN114837455B (en) | Method for reconstructing sunken hydraulic building | |
| CN115467367B (en) | Construction method for actively compensating deformation of underpass operation tunnel in upper engineering construction | |
| CN115467366B (en) | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction | |
| CN217758990U (en) | Static load testing device for existing building pile raft foundation pile | |
| CN219992483U (en) | Opposite-top type river abutment foundation pit retaining structure | |
| CN220927778U (en) | Large-diameter pile foundation operation platform for deep water karst geology | |
| CN115929399B (en) | Construction protection device and construction protection method for electric power tunnel | |
| CN112982200B (en) | Underpinning method of existing continuous bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |