Reservoir bank hydro-fluctuation area bridge inclined rock pile construction platform pre-digging method

Abstract

The invention belongs to the technical field of bridge construction, and particularly relates to a reservoir bank hydro-fluctuation area bridge oblique rock pile driving platform pre-excavation method which comprises the steps of pilot pile preparation, pilot pile fine positioning, pilot pile driving, driving platform cleaning and pilot pile hoisting, and pre-excavation of a driving platform is completed before a supporting pile sinking procedure; when the supporting piles are sunk, the bottom ends of the supporting piles can make contact with the driving platform, the actual insertion direction of the supporting piles is the same as the preset insertion direction, the supporting piles do not make contact with inclined rocks and are inclined to the vertical direction, the building supporting face of the bridge has good flatness, and later leveling is not needed; the main stress direction of the supporting pile is on the central axis of the supporting pile, so that the supporting pile is uniform in stress and not easy to break, and the problems that the bottom end of the supporting pile deviates from a pre-installation driving direction due to inclined stress when the bottom end of the supporting pile is vibrated into soil, so that a bridge building surface is uneven, and the supporting pile is easy to break are solved.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge construction, and in particular relates to a pre-digging method for an inclined rock pile column driving platform for a bridge in a reservoir bank drawdown zone. Background Art

[0002] The reservoir bank drawdown zone bridge is a bridge structure suitable for marine environments or waters with large waves. With the stability provided by supporting structures such as piles and columns, it has strong wind and wave resistance, enabling the bridge to withstand large wave impacts.

[0003] Some piles of bridges in the drawdown zone of the reservoir bank need to be sunk into the inclined rock by hammering or vibration. When sinking the piles, the hard rock structure in the inclined rock will cause the bottom of the pile to shift relative to the preset pile position, causing the pile to deviate from the vertical direction as a whole. In reality, one way to deal with this is to ignore the offset and directly build the bridge, but the offset piles are difficult to provide sufficient support for the bridge, which reduces the overall support effect of the bridge; another way to deal with this is to perform post-leveling, but the offset of each pile is random, which makes leveling more difficult and cumbersome; in addition, when the pile encounters hard rock, it is easy for the pile to break due to the tilt force, which increases construction losses, increases costs, disrupts the construction rhythm, and has a significant impact on the construction period. Summary of the invention

[0004] The object of the present invention is to provide a method for pre-digging a platform for placing inclined rock piles in a reservoir bank drawdown zone, aiming to solve the above-mentioned technical problems in the prior art.

[0005] To achieve the above-mentioned purpose, the present invention provides a method for pre-digging a platform for driving inclined rock pile columns of a bridge in a drawdown zone of a reservoir bank, which uses a pilot pile to dig a platform for driving supporting piles before sinking supporting piles; the pilot pile is set as a hollow straight pile, and the ratio of the pile diameter to the pile diameter of the supporting pile is greater than 1; the method for pre-digging a platform for driving inclined rock pile columns of a bridge in a drawdown zone of a reservoir bank comprises the following steps:

[0006] S100, pilot pile preparation:

[0007] Determine the pre-digging sequence of pilot piles on the underwater inclined bare rock surface and select the pre-digging points; complete the pilot pile processing;

[0008] S200, pilot pile fine positioning:

[0009] The pilot piles are transported to the bridge position at the pre-excavation point using a lifting device and transferred to a barge; the ship is moved and positioned by laying cables on the barge;

[0010] Use the positioning device to locate the pre-installation point of the support pile, and the pre-installation point of the support pile is set as the intersection point between the center point of the bottom of the support pile and the underwater oblique bare rock surface when the support pile is driven; locate the outer driving point on the underwater oblique bare rock surface relative to the outer side of the pre-installation point of the support pile, and the horizontal distance between the outer driving point and the pre-installation point of the support pile is equal to the radius of the support pile; record the position of the outer driving point;

[0011] The pilot pile driving point is located according to the position of the outer driving point. The pilot pile driving point is set as the intersection point between the center point of the bottom of the pilot pile and the underwater inclined bare rock surface when the pilot pile is driven. The horizontal distance between the pilot pile driving point and the outer driving point is equal to the radius of the pilot pile. The position of the pilot pile driving point is recorded;

[0012] S300, pilot pile injection:

[0013] The pilot pile is set up using a lifting device to secure the pilot pile to the stopper;

[0014] Adjust the limit device to complete the pilot pile injection positioning so that the center point of the pilot pile bottom end is located vertically above the pilot pile injection point;

[0015] A vibrating hammer is used to vertically drive the pilot pile, so that the bottom end of the pilot pile is inserted into the underwater oblique bare rock surface; the driving is stopped when the bottom surface of the pilot pile reaches the horizontal position of the outer driving point, and the pilot pile surrounds a cylindrical area on the underwater oblique bare rock surface;

[0016] When a vibrating hammer is used to vertically drive a pilot pile, the underwater oblique bare rock surface causes the direction in which the pilot pile is inserted into the underwater oblique bare rock surface to be horizontally offset relative to the vertical direction, so that a horizontal offset greater than 0 unit length and less than 0.5 unit length is generated between the outer side of the pilot pile and the outer driving point;

[0017] S400, cleaning of injection platform:

[0018] Use a drilling rig to complete the rock cleaning of the cylindrical area inside the pilot pile, and set the plane where the outer injection point is located at the horizontal position as the injection platform. The outer injection point is located at the intersection of the outer side of the injection platform and the underwater inclined bare rock surface;

[0019] S500, pilot pile lifting:

[0020] Use the lifting device to complete the lifting and moving of the pilot pile so that the pilot pile can be used for the next pre-excavation point;

[0021] Preferably, after step S500, support pile driving is performed; the support pile driving comprises the following steps:

[0022] S610, using a hoisting device to complete the erection of the support piles, so as to fix the support piles on the limiting device;

[0023] S620, the vertical projection point of the pre-installation point of the support pile on the injection platform is set as the actual injection point of the support pile; the limit device is adjusted to complete the injection positioning of the support pile so that the center point of the bottom end of the support pile coincides with the actual injection point of the support pile;

[0024] S630. Use a vibrating hammer to vertically drive the pilot pile so that the bottom end of the supporting pile is vertically inserted into the ground below the driving platform.

[0025] Preferably, in step S100, determining the pre-digging sequence of the pilot piles includes the following steps:

[0026] S110. Calculate the required number of support piles, the approximate location of each support pile and the diameter of the support pile based on the scale of the bridge in the reservoir bank drawdown zone and the geographical conditions; the geographical conditions include water level changes, water flow velocity, stratum properties, wave action and seismic activity;

[0027] S120, determining the number of pilot pile pre-digging times according to the number of supporting piles, the number of pilot pile pre-digging times is equal to the number of supporting piles; determining the rough position of the pilot pile pre-digging according to the rough position of each supporting pile, each rough position of the supporting pile is the rough position of the pilot pile pre-digging; determining the length of the pilot pile according to the underwater height of the rough position of the pilot pile pre-digging, the length of the pilot pile is greater than the underwater height of the rough position of the supporting pile; determining the diameter of the pilot pile according to the diameter of the supporting pile, the ratio of the diameter of the pilot pile to the diameter of the supporting pile is 1.5;

[0028] S130, determining the pilot pile pre-excavation sequence according to the number of pilot pile pre-excavation and the rough position of the pilot pile pre-excavation; and processing the pilot pile according to the pilot pile length and the pilot pile diameter.

[0029] Preferably, in the pilot pile processing of step S100, the pilot pile is rolled and welded using steel plates to form a hollow tube shape, and a reinforcing plate is welded to the bottom end of the pilot pile to enhance the pile body strength when the pilot pile is driven into an underwater inclined bare rock surface.

[0030] Compared with the prior art, the above one or more technical solutions in the method for pre-digging the inclined rock pile column driving platform for the bridge in the drawdown zone of the reservoir bank provided by the embodiment of the present invention have at least one of the following technical effects:

[0031] 1. By pre-digging the driving platform before the supporting pile sinking process, the bottom end of the supporting pile will contact the driving platform during the pile sinking process. The actual insertion direction of the supporting pile is the same as the preset insertion direction. The supporting pile will not contact the inclined rock and tilt in the vertical direction, so that the supporting surface of the bridge construction has better flatness and does not require subsequent leveling. The main force direction of the supporting pile is on its central axis, so that the supporting pile is evenly stressed and not easy to break.

[0032] 2. During the pre-excavation work, the ratio between the diameter of the pilot pile and the diameter of the supporting pile is set so that the range of the pre-excavated injection platform covers the required range for the injection of the supporting piles and meets the injection requirements of the supporting piles. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 This is a schematic diagram of pilot pile positioning;

[0034] Figure 2 This is a schematic diagram of pilot pile injection;

[0035] Figure 3 This is a schematic diagram of the support pile injection;

[0036] Figure 4 Flow chart of the pre-excavation method for the platform for the inclined rock piles of the bridge in the drawdown area of ​​the reservoir bank;

[0037] In the figure:

[0038] 1. Underwater sloping bare rock surface; 11. Injection platform; 111. External injection point;

[0039] 2. Support piles; d1, support pile radius; 211, support pile pre-installation point; 212, support pile actual installation point;

[0040] 3. Pilot pile; d2. Pilot pile radius; 311. Pilot pile driving point. DETAILED DESCRIPTION

[0041] Embodiments of the present invention are described in detail below, examples of which are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended to be used to explain the embodiments of the present invention, and should not be construed as limiting the present invention.

[0042] In the description of the embodiments of the present invention, it should be understood that the terms "length", "width", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside" and "outside" etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the embodiments of the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present invention.

[0043] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of the features. In the description of the embodiments of the present invention, the meaning of "plurality" is two or more, unless otherwise clearly and specifically defined.

[0044] In the embodiments of the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the embodiments of the present invention can be understood according to specific circumstances.

[0045] In a first embodiment of the present invention, a method for pre-digging a platform for placing inclined rock piles in a bank drawdown zone bridge is provided, referring to Figure 1 and Figure 2 , using the pilot pile 3 to dig the supporting pile driving platform 11 before the supporting pile 2 is sunk; the pilot pile 3 is set as a hollow straight pile, and the ratio of the pile diameter to the pile diameter of the supporting pile 2 is greater than 1, preferably 1.5; the following uses an embodiment in which the ratio of the pile diameter of the pilot pile 3 to the pile diameter of the supporting pile 2 is 1.5 to describe the pre-digging method of the inclined rock pile column driving platform of the bridge in the drawdown area of ​​the reservoir bank, including the following steps:

[0046] S100, pilot pile 3 preparation:

[0047] Determine the pre-digging order of the pilot pile 3 on the underwater inclined bare rock surface 1, select the pre-digging point; complete the processing of the pilot pile 3;

[0048] S200, pilot pile 3 fine positioning:

[0049] The pilot pile 3 is transported to the bridge position by a hoisting device and transferred to a barge; the ship is moved and positioned by laying cables on the barge;

[0050] Use a positioning device to locate the pre-installation point 211 of the support pile, and the pre-installation point 211 of the support pile is set as the intersection between the center point of the bottom end of the support pile 2 and the underwater inclined bare rock surface 1 when the support pile 2 is driven; locate the outer driving point 111 on the underwater inclined bare rock surface 1 relative to the outer side of the pre-installation point 211 of the support pile (i.e., the side facing the sea water, the same below), and the horizontal distance between the outer driving point 111 and the pre-installation point 211 of the support pile is equal to the radius d1 of the support pile 2; record the position of the outer driving point 111;

[0051] The pilot pile driving point 311 is located according to the position of the outer driving point 111. The pilot pile driving point 311 is set as the intersection point between the center point of the bottom of the pilot pile 3 and the underwater inclined bare rock surface 1 when the pilot pile 3 is driven. The horizontal distance between the pilot pile driving point 311 and the outer driving point 111 is equal to the radius d2 of the pilot pile 3. The position of the pilot pile driving point 311 is recorded.

[0052] S300, pilot pile 3 injection:

[0053] The pilot pile 3 is erected using a lifting device to fix the pilot pile 3 on the limiting device;

[0054] Adjust the limit device to complete the injection positioning of the pilot pile 3, so that the center point of the bottom end of the pilot pile 3 is located vertically above the pilot pile injection point 311;

[0055] The pilot pile 3 is vertically driven by a vibrating hammer, so that the bottom end of the pilot pile 3 is inserted into the underwater inclined bare rock surface 1; the driving is stopped when the bottom surface of the pilot pile 3 reaches the horizontal position of the outer driving point 111, and the pilot pile 3 surrounds a columnar area on the underwater inclined bare rock surface 1;

[0056] When the vibrating hammer is used to vertically drive the pilot pile 3, the underwater inclined bare rock surface causes the direction in which the pilot pile 3 is inserted into the underwater inclined bare rock surface 1 to be horizontally offset relative to the vertical direction, so that a horizontal offset greater than 0 unit length and less than 0.5 unit length is generated between the outer side of the pilot pile 3 and the outer driving point 111; the length unit of the horizontal distance between the outer side of the pilot pile 3 and the outer driving point 111 is consistent with the length unit of the pile diameter of the supporting pile 2 and the length unit of the pile diameter of the pilot pile 3. For example, the pile diameter of the supporting pile 2 is 1m, and the pile diameter of the pilot pile 3 is 1.5m. After the pilot pile 3 is driven, the horizontal distance between the outer side of the pilot pile 3 and the outer driving point 111 is greater than 0m and less than 0.5m.

[0057] S400, cleaning of injection platform 11:

[0058] Use a drilling rig to complete the rock cleaning of the inner columnar area of ​​the pilot pile 3, and clear out the horizontal position of the outer injection point 111, which is set as the injection platform 11. The outer injection point 111 is located at the intersection of the outer side of the injection platform 11 and the underwater inclined bare rock surface 1; it should be noted that the maximum horizontal distance between the outer injection point 111 and the inner side of the injection platform 11 is greater than or equal to the pile diameter of the supporting pile 2, and the vertical projection point of the pre-installed injection point 211 of the supporting pile falls between the center of the injection platform 11 and the outer injection point 111;

[0059] S500, pilot pile 3 lifting:

[0060] The lifting and moving of the pilot pile 3 is completed by using a lifting device, so that the pilot pile 3 can be used for the next pre-excavation point.

[0061] Further, after step S500, support piles are injected; Figure 3 , the support pile injection includes the following steps:

[0062] S610, using a lifting device to complete the erection of the support pile 2, so as to fix the support pile 2 on the limiting device;

[0063] S620, the vertical projection point of the pre-installed driving point 211 of the support pile on the driving platform 11 is set as the actual driving point 212 of the support pile; the limiting device is adjusted to complete the driving positioning of the support pile 2, so that the center point of the bottom end of the support pile 2 coincides with the actual driving point 212 of the support pile;

[0064] S630, using a vibrating hammer to vertically drive the pilot pile 3, so that the bottom end of the supporting pile 2 is vertically inserted into the ground below the driving platform 11.

[0065] Furthermore, in step S100, determining the pre-digging order of the pilot piles 3 includes the following steps:

[0066] S110, calculating the number of supporting piles 2 required, the rough position of each supporting pile 2 and the pile diameter of the supporting pile 2 according to the scale of the bridge in the reservoir bank drawdown area and the geographical conditions; the geographical conditions include water level changes, water flow velocity, stratum properties, wave action and seismic activity;

[0067] S120, determine the number of pre-digging times for pilot piles 3 according to the number of supporting piles 2, the number of pre-digging times for pilot piles 3 is equal to the number of supporting piles 2; determine the rough pre-digging position of pilot piles 3 according to the rough position of each supporting pile 2, the rough position of each supporting pile 2 is the rough pre-digging position of pilot piles 3; determine the length of pilot piles 3 according to the underwater height of the rough pre-digging position of pilot piles, the length of pilot piles 3 is greater than the underwater height of the rough pre-digging position of supporting piles; determine the diameter of pilot piles 3 according to the diameter of supporting piles 2, the ratio of the diameter of pilot piles to the diameter of supporting piles is 1.5;

[0068] S130, determining the pre-digging sequence of the pilot piles 3 according to the pre-digging times of the pilot piles 3 and the rough pre-digging positions of the pilot piles 3; and processing the pilot piles 3 according to the length of the pilot piles 3 and the pile diameter of the pilot piles 3.

[0069] Furthermore, in the pilot pile processing of step S100, the pilot pile 3 is rolled and welded using steel plates to form a hollow tube shape, and a reinforcing plate is welded to the bottom end of the pilot pile 3 to enhance the pile body strength when the pilot pile 3 is driven into the underwater inclined bare rock surface 1.

[0070] Except for the first embodiment, the undescribed parts in the remaining embodiments are the same as those in the first embodiment, and the unexplained features are all based on the explanations of the first embodiment.

[0071] The above content is a further detailed description of the present invention in combination with specific preferred implementation methods, and it cannot be determined that the specific implementation of the present invention is limited to these descriptions. For ordinary technicians in the technical field to which the present invention belongs, without departing from the concept of the present invention, its architecture can be flexible and can derive a series of products. Just making a few simple deductions or substitutions should be regarded as belonging to the scope of patent protection of the present invention determined by the submitted claims.

Claims

1. A method for pre-digging a platform for driving inclined rock piles in a reservoir bank drawdown zone, which uses pilot piles to dig a platform for driving supporting piles before sinking supporting piles; it is characterized by: The pilot pile is set as a hollow straight pile, and the ratio of the pile diameter to the supporting pile diameter is greater than 1; the pre-excavation method for the inclined rock pile column driving platform of the bridge in the reservoir bank drawdown area includes the following steps: S100, pilot pile preparation: Determine the pre-digging sequence of pilot piles on the underwater inclined bare rock surface and select the pre-digging points; complete the pilot pile processing; S200, pilot pile fine positioning: The pilot piles are transported to the bridge position at the pre-excavation point using a lifting device and transferred to a barge; the ship is moved and positioned by laying cables on the barge; Use a positioning device to locate the pre-installation point of the support pile, and the pre-installation point of the support pile is set to the intersection between the center point of the bottom of the support pile and the underwater oblique bare rock surface when the support pile is driven; locate the outer driving point on the underwater oblique bare rock surface relative to the outer side of the pre-installation point of the support pile, and the horizontal distance between the outer driving point and the pre-installation point of the support pile is equal to the radius of the support pile; record the position of the outer driving point; The pilot pile driving point is located according to the position of the outer driving point. The pilot pile driving point is set as the intersection point between the center point of the bottom of the pilot pile and the underwater inclined bare rock surface when the pilot pile is driven. The horizontal distance between the pilot pile driving point and the outer driving point is equal to the radius of the pilot pile. The position of the pilot pile driving point is recorded; S300, pilot pile injection: The pilot pile is set up using a lifting device to secure the pilot pile to the stopper; Adjust the limit device to complete the pilot pile injection positioning so that the center point of the pilot pile bottom end is located vertically above the pilot pile injection point; A vibrating hammer is used to vertically drive the pilot pile, so that the bottom end of the pilot pile is inserted into the underwater oblique bare rock surface; the driving is stopped when the bottom surface of the pilot pile reaches the horizontal position of the outer driving point, and the pilot pile surrounds a cylindrical area on the underwater oblique bare rock surface; When a vibrating hammer is used to vertically drive a pilot pile, the underwater oblique bare rock surface causes the direction in which the pilot pile is inserted into the underwater oblique bare rock surface to be horizontally offset relative to the vertical direction, so that a horizontal offset greater than 0 unit length and less than 0.5 unit length is generated between the outer side of the pilot pile and the outer driving point; S400, cleaning of injection platform: Use a drilling rig to complete the rock cleaning of the cylindrical area inside the pilot pile, and set the plane where the outer injection point is located at the horizontal position as the injection platform. The outer injection point is located at the intersection of the outer side of the injection platform and the underwater inclined bare rock surface; S500, pilot pile lifting: The pilot pile is lifted and moved using a lifting device so that it can be used for the next pre-excavation point.

2. The method for pre-digging a platform for placing inclined rock piles in a reservoir bank drawdown zone according to claim 1 is characterized by: After step S500, the support piles are injected. The support pile injection includes the following steps: S610, using a hoisting device to complete the erection of the support piles, so as to fix the support piles on the limiting device; S620, the vertical projection point of the pre-installation point of the support pile on the injection platform is set as the actual injection point of the support pile; the limit device is adjusted to complete the injection positioning of the support pile so that the center point of the bottom end of the support pile coincides with the actual injection point of the support pile; S630. Use a vibrating hammer to vertically drive the pilot pile so that the bottom end of the supporting pile is vertically inserted into the ground below the driving platform.

3. The method for pre-digging a platform for placing inclined rock piles in a reservoir bank drawdown zone according to claim 1 is characterized in that: In step S100, determining the pre-digging sequence of the pilot piles includes the following steps: S110. Calculate the required number of support piles, the approximate location of each support pile and the diameter of the support pile based on the scale of the bridge in the reservoir bank drawdown zone and the geographical conditions; the geographical conditions include water level changes, water flow velocity, stratum properties, wave action and seismic activity; S120, determining the number of pilot pile pre-digging times according to the number of supporting piles, the number of pilot pile pre-digging times is equal to the number of supporting piles; determining the rough position of the pilot pile pre-digging according to the rough position of each supporting pile, each rough position of the supporting pile is the rough position of the pilot pile pre-digging; determining the length of the pilot pile according to the underwater height of the rough position of the pilot pile pre-digging, the length of the pilot pile is greater than the underwater height of the rough position of the supporting pile; determining the diameter of the pilot pile according to the diameter of the supporting pile, the ratio of the diameter of the pilot pile to the diameter of the supporting pile is 1.5; S130, determining the pilot pile pre-excavation sequence according to the number of pilot pile pre-excavation and the rough position of the pilot pile pre-excavation; and processing the pilot pile according to the pilot pile length and the pilot pile diameter.

4. The method for pre-digging a platform for placing inclined rock piles in a reservoir bank drawdown zone according to claim 1, characterized in that: In the pilot pile processing of step S100, the pilot pile is rolled and welded using steel plates to form a hollow tube shape, and a reinforcing plate is welded to the bottom end of the pilot pile to enhance the pile body strength when the pilot pile is driven into an underwater inclined bare rock surface.

Images