CN109898557B - Laying method of underwater broken stone foundation bed - Google Patents
Laying method of underwater broken stone foundation bed Download PDFInfo
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- CN109898557B CN109898557B CN201910055351.5A CN201910055351A CN109898557B CN 109898557 B CN109898557 B CN 109898557B CN 201910055351 A CN201910055351 A CN 201910055351A CN 109898557 B CN109898557 B CN 109898557B
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- 239000003921 oil Substances 0.000 description 46
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- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010720 hydraulic oil Substances 0.000 description 1
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- 239000000463 material Substances 0.000 description 1
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Abstract
The invention provides an underwater macadam foundation bed laying method, which comprises the following steps of: the ship body moves to a designed position through a winch, and a GPS or Beidou system is utilized to position the position of the chute on the horizontal plane; the elevation position of a discharge hole at the bottom of the chute is controlled by adjusting the lifting of the chute; a discharge port adjusting device is arranged at the bottom of the chute, an inclination angle adjusting oil cylinder is arranged in the discharge port adjusting device, and the levelness of a discharge port at the lowest end of the chute is adjusted; filling stones into the chute through the conveying belt, and driving the conveying trolley and the chute to slide along the length direction of the ship body when the stones reach a set height, wherein the stones flow out from the lower part of the chute to form a stone ridge belt, namely a stone foundation bed; after one row of gravel beds is constructed, moving the position of the ship body, and constructing the next row of gravel beds; the laying construction of the underwater gravel foundation bed is realized through the steps. The invention can realize the stone throwing construction of the underwater broken stone foundation bed with higher precision and more economic cost.
Description
Technical Field
The invention relates to the field of underwater engineering construction, in particular to a laying method of an underwater broken stone foundation bed.
Background
The immersed tube method is a construction method for building tunnels under water. The immersed tube tunnel is an underwater tunnel constructed by respectively floating a plurality of prefabricated sections to the sea surface (river surface) site and arranging the prefabricated sections in the dredged foundation tank one by one in a sinking way. In order to avoid local high points of the foundation, the bottom plate of the immersed tube is uniformly stressed, a high-precision leveling broken stone cushion layer is designed between the bottom plate and the foundation to serve as a foundation bed, and a special broken stone cushion layer laying ship with high leveling precision is required to perform construction.
A representative vessel is the dynamically positioned straight drop tube riprap "flinstone" under the DEME company group flag, which is the largest riprap in the world. The ship adopts DP/DT dynamic positioning, does not need the assistance of a tugboat, can operate in the range of 500 meters adjacent to the platform structure, and has the operation water depth of 2000m. Measurement systems with active elevation compensation ROV, including multi-beam, echo sounders and on-line processing systems, are considered to be the most advanced in the industry. However, the positioning accuracy of the floating dynamic riprap ship is difficult to reach the cm level, and the traveling direction of the ship and the transverse movement of the riprap pipe are difficult to accurately form a Z-shaped cushion layer. The method is generally only suitable for projects with low requirements on surface layer precision, such as protection of oil platforms, stone throwing protection of large-scale offshore wind power foundations and submarine cables, and is not suitable for laying immersed tube beds.
In the construction of the Korean Busan-Geoje tunnel, a more advanced supporting platform type riprap leveling ship (KUS-ISLAND) is adopted, [ the leveling ship integrates the functions of stone throwing, leveling and detecting, is essentially integrated with a supporting platform structure and a riprap pipe system with a compensation device, and is matched with a development and construction management system, and the platform type laying ship is basically not influenced by waves, waves and currents when in operation because the platform is lifted off the water surface; can be leveled in a floating state when the sea condition is good, and has strong capability of adapting to the working environment. The stone throwing pipe management system can accurately detect and control the elevation and the position of the discharge hole of the material distribution pipe, and the leveling precision is high. The 'KUS-ISLAND' has the comprehensive precision of actually measuring and paving in the still mountain tunnel, and the accumulated elevation and flatness reach +/-40 mm. The method has the defects of extremely high manufacturing cost, and the pile leg needs to be inserted into the range of the tunnel foundation bed groove, so that the foundation is damaged to a certain extent.
Chinese patent document CN107489154A describes a deep sea bed leveling construction method, which achieves stone throwing through movement of a ship body, and has the problems that the ship body is affected by sea waves in the moving process, and the construction precision is not high. Chinese patent document CN 208328938U describes a riprap leveling device in which a frame-type platform is provided to realize a X, Y-directional travel of a riprap pipe, thereby realizing a "zigzag" shaped riprap. However, by adopting the scheme, the hull needs to be integrally moved after finishing a construction area, and the hull needs to be repositioned, and in the repositioning process, the positioning accuracy of the GPS needs to be relied on, so that the problems of low positioning speed and poor positioning accuracy exist. Further, although a scheme of performing stroke adjustment by repeatedly expanding and contracting the balance pipe by the hydraulic cylinder is described therein, it is difficult to keep the stone throwing pipe vertical due to the influence of water flow and wind and wave, and although an inclinometer is described in the specification, it is not described how to correct the inclination degree of the stone throwing pipe according to the inclination degree to ensure the flatness of the foundation bed. Further, since the hydraulic cylinders are underwater and each hydraulic cylinder is provided with an oil inlet pipe and an oil return pipe, accurate control of the hydraulic cylinders is very difficult, and the lifting control of the stone throwing pipe is very troublesome due to the fact that more hydraulic oil pipes are used. Furthermore, the above document also describes that the foundation bed is scraped with a flattening head, but as the length of the riprap tube increases, the bending deformation of the riprap tube increases, and the flattening accuracy of this solution is difficult to control.
Disclosure of Invention
The invention aims to solve the technical problem of providing the underwater broken stone foundation bed laying method, which can realize the stone throwing construction with higher precision and lower cost, and in the preferred scheme, the continuous stone throwing construction can be realized along the slide rail with higher precision, repeated positioning is not needed, repeated positioning errors are reduced, and the construction precision is improved; the elevation and the inclination angle of the discharge hole at the bottom of the chute can be respectively adjusted so as to improve the control precision; the control difficulty of the hydraulic cylinder positioned under water can be reduced, and particularly, complex control pipelines can be reduced; the leveling of the broken stone foundation bed can be realized without depending on the rigidity of the chute.
In order to solve the technical problems, the invention adopts the following technical scheme: an underwater macadam foundation bed laying method comprises the following steps:
s1, a conveying trolley is arranged on a ship body, the conveying trolley is driven by a driving device to slide along the length direction of the ship body, an elephant trunk is arranged on the conveying trolley, a feeding port is arranged at the top end of the elephant trunk, and the bottom end of the elephant trunk is close to the water bottom; at least one conveyer belt for feeding the conveying trolley is also arranged;
s2, moving the ship body to a designed position, and positioning the position of the chute on the horizontal plane by using a GPS or Beidou system;
s3, controlling the elevation position of a discharge hole at the bottom of the chute by adjusting the lifting of the chute;
s4, a discharge port adjusting device is arranged at the bottom of the chute, an inclination angle adjusting oil cylinder is arranged in the discharge port adjusting device, and levelness of a discharge port at the lowest end of the chute is adjusted;
s5, filling stones into the chute through the conveying belt, and driving the conveying trolley and the chute to slide along the length direction of the ship body when the stones reach a set height, wherein the stones flow out from the lower part of the chute to form a stone ridge belt, namely a stone foundation bed;
s6, after the construction of one row of gravel beds is completed, moving the position of the ship body, and constructing the next row of gravel beds;
the laying construction of the underwater gravel foundation bed is realized through the steps.
In the preferred scheme, in the step S1, lifting positioning piles are arranged at the positions of a ship bow and a ship stern, and the positioning piles are in sliding connection with the ship;
in the step S2, driving the positioning pile into the water bottom;
in the step S6, after the construction of one row of gravel beds is completed, the ship body moves to the position of the next row through the guidance of the positioning piles, and then the construction of paving the gravel beds is carried out;
after the ship body reaches the sliding limit position, fixing the ship body, lifting out the positioning pile, and sliding the positioning pile back to the initial position;
the continuous laying construction of the underwater macadam foundation bed is realized through the steps.
In the preferred scheme, in the step S1, the positioning piles are arranged on the floating box sliding rails, at least two positioning pile locking devices are arranged at positions, close to two ends, of the floating box sliding rails, and the positioning piles are arranged in the positioning pile locking devices in a lifting mode; the two buoyancy tank sliding rails are respectively connected with the bow and the stern of the ship body in a sliding manner; at least two positioning pile locking devices and positioning piles are also arranged on the ship body; the floating box slide rail is provided with a draft water level adjusting structure;
in the step S2, the ship body is positioned at the initial position of the buoyancy tank slide rail; driving a positioning pile on the floating box slide rail into the water bottom;
in the step S6, after the construction of one row of gravel beds is completed, the ship body moves to the position of the next row through the guide of the floating box sliding rail, and then the construction of paving the gravel beds is carried out;
after the hull reaches the sliding limit position along the buoyancy tank sliding rail, driving the positioning pile on the hull into the water to fix the hull, lifting the positioning pile on the buoyancy tank sliding rail, and sliding the buoyancy tank sliding rail to the initial position along the hull;
repeating the steps to realize continuous and accurate laying construction of the underwater gravel foundation bed.
In the preferable scheme, a slide rail is arranged on one side of a slide rail of the buoyancy tank, and a plurality of first limiting guide wheels and second limiting guide wheels which are in contact with the slide rail are arranged on the ship body;
a rack is arranged near the sliding rail, a driving gear driven by a driving device to rotate is arranged on the ship body, the driving gear is meshed with the rack, and the driving gear is driven by the driving device to rotate so as to realize the relative sliding between the floating box sliding rail and the ship body;
the ship body is provided with a slide rail space for accommodating the slide rail, a structure for forming mutual buckling with the slide rail is formed, and a first limit guide wheel and a second limit guide wheel are arranged at the inner side of the slide rail space;
the draft water level of the floating box slide rail is increased through the draft water level adjusting structure, the floating box slide rail is moved, the slide rail enters below the slide rail space, the draft water level of the floating box slide rail is reduced until the slide rail is reliably contacted with the first limiting guide wheel and the second limiting guide wheel, and the driving gear is meshed with the rack;
when the buoyancy tank slide rail is separated from the ship body, the draft is increased through the draft level adjusting structure, and the slide rail is separated from the space below the slide rail.
In the preferred scheme, in the step 1, the slide pipes are a first slide pipe and a second slide pipe which are mutually sleeved;
the first chute is connected with the second chute in a lifting way, and a discharge hole adjusting device is arranged at the bottom of the second chute;
a plurality of hoisting devices are arranged on the conveying trolley, and the ends of the steel wire ropes of the hoisting devices are connected with the second slide pipes;
in the step S3, the lifting of the second chute is controlled by the winch device, and the elevation position of the discharge hole at the bottom of the second chute is controlled, wherein the elevation position is the thickness of the crushed stone foundation bed.
In the preferred scheme, in the step 1, in the discharge port adjusting device, a discharge port sleeve is movably sleeved with a second chute, a plurality of upper fixing frames extending outwards are arranged on the outer wall of the second chute, a plurality of lower fixing frames extending outwards are correspondingly arranged on the outer wall of the discharge port sleeve, and an inclination angle adjusting oil cylinder is arranged between the upper fixing frames and the lower fixing frames;
the discharge hole sleeve is also provided with a first inclination sensor;
a distance sensor is arranged at the bottom of the lower fixing frame and used for detecting the distance from the discharge hole sleeve to the bottom of the foundation bed;
in step S4, according to the feedback of the first inclination sensor, the relevant inclination adjusting cylinder is controlled to stretch and retract, so as to adjust the inclination angle of the bottom of the discharge port sleeve, and make the bottom of the discharge port sleeve adjusted parallel to the bottom of the foundation bed.
In a preferred scheme, in the step S4, a distance sensor is used for detecting the distance from the discharge hole sleeve to the bottom of the foundation bed; the number of the upper fixing frames, the distance sensors and the inclination angle adjusting oil cylinders is correspondingly four; in the paving process, at least one distance sensor detects the distance of the mud land, at least one distance sensor detects the distance of the gravel foundation bed, and the paving height data of the gravel foundation bed can be obtained by differentiating the distance and the distance, so that fine adjustment can be performed by controlling the expansion and contraction of the inclination angle adjusting oil cylinder;
after at least one row of gravel foundation bed is paved, the two distance sensors can detect the distance of mud land, difference is obtained on obtained data, whether the discharge port is inclined or not can be obtained, then the first inclination sensor is used for further verification, and fine adjustment is carried out by controlling the expansion and contraction of the inclination adjusting oil cylinder;
the other two distance sensors can detect the distance between the gravel beds, the obtained data are differenced, whether the leveling operation needs to be started or not can be judged, and if yes, the surface of the gravel beds is leveled.
In the preferred scheme, a vibrating device is arranged on the outer wall of the discharge hole sleeve; the structure of the vibration device is as follows: the telescopic outer wall of discharge gate is equipped with hydraulic motor, and hydraulic motor is connected with the eccentric block, when needs are with rubble foundation bed level, starts hydraulic motor, and the elephant trunk moves along the position that needs the flattening.
In the preferred scheme, oil ports at two ends of an inclination angle adjusting oil cylinder are connected with an inclination angle reversing valve, the inclination angle reversing valve is respectively connected with an oil inlet pipe and an oil return pipe, and a second flow valve and a second one-way valve are arranged on the oil inlet pipe;
the oil inlet pipes are connected with a multi-position distribution electromagnetic valve which is connected with an oil supply pipe;
according to the data to be regulated, the distribution electromagnetic valve is sequentially switched to the oil way of the corresponding dip angle regulating oil cylinder, and the expansion and contraction of the dip angle regulating oil cylinder are regulated through the dip angle reversing valve.
In the preferred scheme, at least one end and at least one side of the buoyancy tank sliding rail are provided with buoyancy tank propelling devices; the buoyancy tank propelling device is driven by a hydraulic motor, and the buoyancy tank sliding rail is pushed to the bow and the stern of the ship body through the buoyancy tank propelling device.
According to the underwater gravel foundation bed paving method, by adopting the scheme, the stone throwing construction of the underwater gravel foundation bed can be realized with higher precision and more economic cost. In the preferred scheme, through adopting the scheme that the locating pile is connected with the hull along the horizontal direction in a sliding manner, after the stone throwing construction is completed in an area, continuous movement with accurate guiding can be realized through the reciprocating movement of the locating pile and the hull, so that the need of repositioning the hull each time when the hull is moved is avoided, and high-precision continuous Z-shaped stone throwing paving construction is realized through the chute. In a further preferred scheme, through adopting the structure of two separable buoyancy tank slide rails, the construction range behind the hull position after the spud is driven at every turn can be increased by a wide margin, the efficiency of construction is improved. The special sliding rail structure is adopted, so that the buoyancy tank sliding rail can be conveniently combined with and separated from the ship body, and the buoyancy tank sliding rail can be conveniently fixed on one side of the ship board of the ship body, and is convenient to migrate. The buoyancy tank propelling device arranged on the buoyancy tank sliding rail can conveniently spread the equipment on a construction site. Through adopting the structure that has mount, mount and inclination adjustment hydro-cylinder down, except can adjusting the elevation of elephant trunk discharge gate, can also adjust the inclination of elephant trunk discharge gate to make the distance of discharge gate and mud ground in the setting value, can adjust the angle of discharge gate under the circumstances that the elephant trunk produced the slope simultaneously, guarantee discharge gate and mud face parallel and level and guarantee that the distance of discharge gate and mud face keeps the fixed value, thereby guarantee the precision that the building stones was laid. Through the structure that first elephant trunk and second elephant trunk that adopts cup jointed, cooperation hoist device and flexible fixing device, the length of the whole elephant trunk of adjustment that can be convenient to the thickness of accurate control rubble foundation bed. Be provided with building stones detection device in the elephant trunk, guarantee that the quantity of building stones is certain to guarantee that the building stones of discharge gate is unanimous to the earth pressure, can guarantee the precision that the building stones laid. The chute can be controlled to stretch and retract through the winding device, and can be adjusted at any time according to the change of the water depth. Through setting up at telescopic vibrating device of discharge gate, can be through vibration with rubble foundation bed flattening, and need not to rely on the rigidity of elephant trunk self. In the preferred scheme, continuous high-precision stone throwing construction without repeated repositioning is performed, so that the paving speed of the broken stone foundation bed is improved, meanwhile, the paving precision of the broken stone foundation bed is also improved, and the flatness error of the paved broken stone foundation bed can be controlled within 40mm.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a schematic flow chart of the continuous stone throwing construction.
Fig. 2 is a schematic top view of the overall structure of the present invention.
Fig. 3 is a schematic front view of the whole structure of the present invention.
Fig. 4 is a side view of the overall structure of the present invention.
Fig. 5 is a schematic top view of the overall structure of the preferred embodiment of the present invention.
Fig. 6 is a schematic structural view of the connection position of the hull and the pontoon rail according to the invention.
Fig. 7 is a schematic top view of a preferred embodiment of the floating box rail of the present invention.
Fig. 8 is a schematic structural view of a chute and a discharge port adjusting device in the invention.
Fig. 9 is a top view of the discharge port adjusting device of the present invention.
Fig. 10 is a top view of the telescopic fixture of the present invention.
Fig. 11 is a schematic view of a hydraulic driving structure of a fixed cylinder in the present invention.
Fig. 12 is a schematic view of a hydraulic driving structure of the tilt cylinder according to the present invention.
Fig. 13 is a schematic view of a hydraulic driving structure of a buoyancy tank propulsion device according to the present invention.
In the figure: the first chute 1, the stone detecting device 101, the total station prism 102, the gps positioning device 103, the second chute 2, the hull 3, the rail 31, the first limit guide 32, the second limit guide 33, the drive gear 34, the slide motor 35, the discharge port adjusting device 4, the upper mount 41, the tilt angle adjusting cylinder 42, the tilt angle change valve 421, the second flow valve 422, the second check valve 423, the multi-position distributing valve 424, the pressure buffer tank 425, the lower mount 43, the distance sensor 44, the first tilt angle sensor 45, the discharge port sleeve 46, the vibrating device 47, the spud 5, the spud locking device 51, the telescopic fixing device 6, the fixed bracket 61, the fixed cylinder 62, the pressure sensor 621, the first flow valve 622, the first check valve 623, the reversing solenoid 624, the stone bed 7, the feed port 8, the second conveyor belt 9, the winch 10, the chute adjusting rope 11, the first conveyor belt 12, the trolley 13, the winch device 14, the buoyancy tank 15, the slide rail 151, the rack 152, the buoyancy tank propelling device 16, the propelling flow valve 161, the propelling flow valve 162, the propelling flow valve 163, the propelling flow valve 167, the reversing valve 164, the hydraulic pump 166, the propelling valve.
Detailed Description
Example 1:
as shown in fig. 2-4, the method for laying the underwater macadam foundation bed comprises the following steps:
s1, a conveying trolley 13 is arranged on a ship body 3, the conveying trolley 13 is driven by a driving device to slide along the length direction of the ship body 3, a chute is arranged on the conveying trolley 13, the top end of the chute is provided with a feeding port 8, and the bottom end of the chute is close to the water bottom; at least one conveyer belt for feeding the conveying trolley 13 is also arranged;
s2, moving the ship body to a designed position through a winch, and positioning the position of the chute on the horizontal plane by using a GPS or Beidou system;
s3, controlling the elevation position of a discharge hole at the bottom of the chute by adjusting the lifting of the chute;
s4, a discharge port adjusting device 4 is arranged at the bottom of the chute, an inclination angle adjusting oil cylinder 42 is arranged in the discharge port adjusting device 4, and levelness of a discharge port at the lowest end of the chute is adjusted;
s5, filling stones into the chute through the conveying belt, and driving the conveying trolley 13 and the chute to slide along the length direction of the ship body 3 when the stones reach a set height, wherein the stones flow out from the lower part of the chute to form a stone ridge belt, namely a stone foundation bed 7;
s6, after the construction of one row of gravel beds 7 is completed, moving the position of the ship body 3, and constructing the next row of gravel beds 7;
the laying construction of the underwater gravel foundation bed is realized through the steps. Compared with the prior art, the scheme in the example can realize the riprap construction with higher precision and lower cost.
Example 2:
on the basis of the embodiment 1, as shown in fig. 2, in step S1, liftable positioning piles 5 are arranged at the positions of the bow and the stern of the ship body 3, and the positioning piles 5 are in sliding connection with the ship body 3;
in the step S2, driving the positioning pile 5 into the water bottom;
in the step S6, after the construction of one row of gravel beds 7 is completed, the ship body 3 moves to the position of the next row through the guidance of the positioning piles 5, and then the construction of paving the gravel beds is carried out; the winch is used for realizing the relative sliding between the ship body 3 and the positioning pile 5.
After the ship body 3 reaches the sliding limit position, the ship body 3 is fixed, the positioning pile 5 is lifted out, and the positioning pile 5 is slid back to the initial position;
the continuous laying construction of the underwater macadam foundation bed is realized through the steps. According to the scheme, the winch 10 drives the conveying trolley 13 to reciprocate to finish the stone throwing construction of a row of stone breaking beds 7. The hull 3 is then moved forward by a distance using the winch and the stone-throwing work of the second row of stone-breaking beds 7 is started. When the ship body 3 moves to the limit position, the ship body 3 is fixed, the positioning pile 5 is lifted, the positioning pile 5 is moved to the initial position, then the positioning pile 5 is driven into the mud, and the stone throwing construction of the stone breaking foundation bed 7 is continued, so that the high-precision continuous stone throwing construction of the stone breaking foundation bed 7 is realized.
Example 3:
on the basis of embodiment 2, as shown in fig. 1 and 5-7, in step S1, the positioning pile 5 is arranged on the floating box sliding rail 15, at least two positioning pile locking devices 51 are arranged at positions of the floating box sliding rail 15 close to two ends, and the positioning pile 5 is arranged in the positioning pile locking devices 51 in a liftable manner; the cross section of the positioning pile locking device 51 is of an annular structure, an opening is formed in the annular structure, a hinged compression block is arranged at the position of the opening, one end of the locking cylinder is hinged with the compression block, the other end of the locking cylinder is connected with the annular structure, and the first chute 1 is loosened or compressed through expansion and contraction of a piston rod of the locking cylinder. The construction method for lifting and driving the positioning pile 5 into the water belongs to the common technology in petroleum and foundation construction, and is not repeated here.
The two buoyancy tank sliding rails 15 are respectively connected with the bow and the stern of the ship body 3 in a sliding manner; at least two spud locking devices 51 and spud 5 are also provided on the hull 3; the floating box slide rail 15 is provided with a draft water level adjusting structure; the draft level adjustment structure includes a weight ballast tank or a water ballast. The water level of the whole buoyancy tank sliding rail 15 is adjusted by increasing or decreasing the weight or adjusting the water level in the cabin.
In step S2, the hull 3 is positioned at the initial position of the pontoon slide rail 15; driving the positioning pile 5 on the floating box slide rail 15 into the water bottom;
in the step S6, after the construction of one row of gravel beds 7 is completed, the ship body 3 moves to the position of the next row through the guide of the buoyancy tank sliding rail 15, and then the paving construction of the gravel beds is carried out; the winch is used for realizing the relative sliding between the ship body 3 and the positioning pile 5.
After the hull 3 reaches the sliding limit position along the buoyancy tank sliding rail 15, driving the positioning pile 5 on the hull 3 into the water to fix the hull 3, lifting the positioning pile 5 on the buoyancy tank sliding rail 15, and sliding the buoyancy tank sliding rail 15 to the initial position along the hull 3; the initial position is the position when the hull 3 is positioned at the upper end of the pontoon rail 15 in fig. 1, and the limit position is the position when the hull 3 slides to the lower end of the pontoon rail 15.
Repeating the steps to realize continuous and accurate laying construction of the underwater gravel foundation bed. By the scheme, the construction mode that the buoyancy tank sliding rail 15 and the ship body 3 alternately move along the construction surface is realized, so that repeated positioning is not required each time the ship body is moved, and the construction efficiency and the construction precision are greatly improved.
Example 4:
on the basis of embodiments 2 to 3, as shown in fig. 6, a sliding rail 151 is provided on one side of the buoyancy tank sliding rail 15, and a plurality of first limiting guide wheels 32 and second limiting guide wheels 33 contacting with the sliding rail 151 are provided on the hull 3;
a rack 152 is further arranged near the slide rail 151, a driving gear 34 driven to rotate by a driving device is arranged on the ship body 3, the driving gear 34 is meshed with the rack 152, and the driving gear 34 is driven to rotate by the driving device, so that the relative sliding between the buoyancy tank slide rail 15 and the ship body 3 is realized; in this example, the slide motor 35 is used to drive the drive gear 34 to rotate, and the hydraulic control structure is the same as that in fig. 13.
The ship body 3 is provided with a slide rail space for accommodating the slide rail 151, a structure for forming mutual buckling with the slide rail 151 is formed, and the first limiting guide wheel 32 and the second limiting guide wheel 33 are arranged at the inner side of the slide rail space; in the preferred scheme, as shown in fig. 6, one side surface of the sliding rail 151 is an inclined surface, and the corresponding first limiting guide wheel 32 is also obliquely arranged, so that the accurate positioning between the rail 151 and the ship body 3 can be realized, and the meshing precision between the driving gear 34 and the rack 152 is ensured.
The draft level of the buoyancy tank sliding rail 15 is increased through the draft level adjusting structure, the buoyancy tank sliding rail 15 is moved, the sliding rail 151 enters below the sliding rail space, the draft level of the buoyancy tank sliding rail 15 is reduced, namely, ballast weights of the ballast tank are taken out until the sliding rail 151 is reliably contacted with the first limiting guide wheel 32 and the second limiting guide wheel 33, and the driving gear 34 is meshed with the rack 152;
when the buoyancy tank slide rail 15 is separated from the hull 3, the draft is increased through the draft level adjusting structure, namely, the ballast weight of the ballast tank is increased, the buoyancy tank slide rail 15 integrally falls down, and the slide rail 151 is separated from the lower side of the slide rail space.
In a preferred embodiment, as shown in fig. 7, at least one end and at least one side of the buoyancy tank sliding rail 15 are provided with buoyancy tank propulsion devices 16; the buoyancy tank propulsion device 16 is driven by a hydraulic motor, and the buoyancy tank sliding rails 15 are pushed to the bow and the stern of the ship body 3 through the buoyancy tank propulsion device 16. As shown in fig. 13, an oil port of the hydraulic motor is connected with a propulsion reversing valve 161 to realize forward and reverse rotation control, a propulsion flow valve 162, a propulsion valve 167, a propulsion overflow valve 163, a hydraulic pump 164 and a filter 165 are sequentially arranged on an oil inlet pipe, and the oil inlet pipe and an oil return pipe are connected into an oil tank 166. The buoyancy tank pushing device 16 can push the buoyancy tank sliding rail 15 to move automatically, so that the buoyancy tank sliding rail 15 is conveniently fixed on the side of the ship body 3, and the buoyancy tank sliding rail 15 is installed on the bow and the stern of the ship body 3 in the construction process.
Example 5:
on the basis of the embodiments 1 to 4, as shown in fig. 3 and 8, in the step 1, the carriages are a first carriage 1 and a second carriage 2 which are sleeved with each other; preferably, the second chute 2 is sleeved outside the first chute 1.
The first chute 1 is connected with the second chute 2 in a lifting way, and a discharge hole adjusting device 4 is arranged at the bottom of the second chute 2;
a plurality of hoisting devices 14 are arranged on the conveying trolley 13, and the ends of steel wires of the hoisting devices 14 are connected with the second chute 2; for controlling the lifting of the second chute 2.
In step S3, the lifting of the second chute 2 is controlled by the winding device 14, and the elevation position of the discharge hole at the bottom of the second chute 2 is controlled, which is the thickness of the crushed stone foundation bed 7. I.e. the height from the discharge opening to the mud is the thickness of the crushed stone bed 7.
In the preferred scheme, as shown in fig. 3, 10 and 11, a telescopic fixing device 6 is fixedly arranged on a second chute 2, a fixing bracket 61 of the telescopic fixing device 6 is fixedly connected with the second chute 2, one or more fixing cylinders 62 are fixedly arranged on the fixing bracket 61, a clamping piece is arranged at the front end of a piston rod of the fixing cylinder 62, and passes through the second chute 2 to be in contact with the outer wall of the first chute 1 so as to fix the second chute 2;
a return spring is arranged in the fixed cylinder 62, an oil port of the fixed cylinder 62 is connected with an oil inlet pipe and a first oil return pipe through pipelines, the oil inlet pipe and the oil return pipe are connected with a reversing electromagnetic valve 624, and the reversing electromagnetic valve 624 is connected with an oil supply pipe and a second oil return pipe;
a first flow valve 622 and a first check valve 623 are provided on the oil inlet pipe;
a pressure sensor 621 is arranged on the pipeline;
the reversing solenoid valve 624 has two positions, each position has a communication passage and a stop position, and the positions of the communication passages and the stop positions in the two positions are opposite. With this structure, the continuous holding force of the hoisting device 14 is avoided, and especially in the deep water working condition, the influence of the elastic expansion and contraction of the steel wire rope on the height position of the second chute 2 is avoided.
In the preferred solution as shown in fig. 8 and 9, in the step 1, in the discharge port adjusting device 4, a discharge port sleeve 46 is movably sleeved with the second chute 2, a plurality of upper fixing frames 41 extending outwards are arranged on the outer wall of the second chute 2, a plurality of lower fixing frames 43 extending outwards are correspondingly arranged on the outer wall of the discharge port sleeve 46, and an inclination angle adjusting oil cylinder 42 is arranged between the upper fixing frames 41 and the lower fixing frames 43;
the discharge hole sleeve 46 is also provided with a first inclination sensor 45;
a distance sensor 44 is arranged at the bottom of the lower fixing frame 43 and is used for detecting the distance from the discharge hole sleeve 46 to the bottom of the foundation bed;
in step S4, according to the feedback of the first inclination sensor 45, the relevant inclination adjustment cylinder 42 is controlled to stretch and retract, so as to adjust the inclination angle of the bottom of the discharge port sleeve 46, and make the bottom of the adjustment discharge port sleeve 46 parallel to the bottom of the foundation bed.
In a preferred embodiment, in step S4, the distance sensor 44 is configured to detect the distance from the outlet sleeve 46 to the bottom of the bed; the number of the lower fixing frames 43 is four, and the number of the upper fixing frames 41, the number of the distance sensors 44 and the number of the inclination angle adjusting cylinders 42 are correspondingly four; in the paving process, at least one distance sensor 44 detects the distance of the mud land, at least one distance of the gravel bed 7 is detected, and the data of the mud land and the distance are differenced to obtain the paving height data of the gravel bed 7 so as to carry out fine adjustment by controlling the expansion and contraction of the inclination angle adjusting oil cylinder 42;
after at least one row of gravel foundation 7 is paved, the two distance sensors 44 detect the distance of the mud land, the obtained data are differenced, so that whether the discharge port is inclined or not can be obtained, and then the data are further verified by the first inclination sensor 45, and fine adjustment is performed by controlling the expansion and contraction of the inclination adjusting oil cylinder 42;
the other two distance sensors 44 detect the distance between the gravel beds 7, and the obtained data are differenced to determine whether the leveling operation needs to be started, and if so, the surface of the gravel beds 7 is leveled.
In a preferred embodiment, as shown in fig. 8, a vibration device 47 is provided on the outer wall of the outlet sleeve 46; the vibrating device 47 has the structure that: the outer wall of the discharge port sleeve 46 is provided with a hydraulic motor, the hydraulic motor is connected with an eccentric block, when the gravel foundation bed 7 needs to be leveled, the hydraulic motor is started, the chute moves along the position needing to be leveled, and the gravel foundation bed 7 is leveled better in a vibration mode. Further preferably, as shown in fig. 8, the vibration means 47 are arranged at 90 degrees apart along the circumference at the outer wall of the spout sleeve 46 to further improve the leveling efficiency by controlling to realize circular, elliptical or linear vibration. The vibration device 47 is arranged to enable the leveling of the crushed stone foundation bed 7 to be free from depending on the rigidity of the chute, particularly the chute adopts a telescopic structure, and the scheme of adopting the vibration device 47 has greater advantages under the working condition that a large gap is formed between the first chute 1 and the second chute 2.
In the preferred scheme as shown in fig. 12, oil ports at two ends of an inclination angle adjusting oil cylinder 42 are connected with an inclination angle reversing valve 421, the inclination angle reversing valve 421 is respectively connected with an oil inlet pipe and an oil return pipe, and a second flow valve 422 and a second one-way valve 423 are arranged on the oil inlet pipe;
the plurality of oil inlet pipes are connected with a multi-position distribution electromagnetic valve 424, and the multi-position distribution electromagnetic valve 424 is connected with an oil supply pipe;
according to the data to be regulated, the number and the regulating parameters of the corresponding dip regulating oil cylinders 42 to be regulated are obtained, the distribution electromagnetic valves 424 are sequentially switched to the oil paths of the corresponding dip regulating oil cylinders 42, and the expansion and contraction of the dip regulating oil cylinders 42 are regulated through the dip reversing valves 421. During the adjustment, feedback is provided via the first tilt sensor 45. Or feedback is performed through the distance sensor 44, and the detection accuracy of the distance sensor 44 is within 2mm by adopting an ultrasonic or sonar sensor. Meets the precision control requirement in the example.
In the preferred scheme, a stone detecting device is also arranged on the first chute and is used for detecting the loading height of stones; the amount of the stones is ensured to be certain, so that the pressure of the stones at the discharge hole to the ground is ensured to be consistent, and the accuracy of stone laying is ensured.
The first chute is also provided with a GPS positioning device 103; this is used to determine the spatial position of the first chute 1 on the horizontal plane.
And a total station prism is further arranged on the outer wall of the first chute. This provides for determining the spatial position of the first chute 1 with greater accuracy.
In a preferred scheme, a track 31 is arranged along the length or width direction of the ship body 3, the conveying trolley 13 is slidably arranged on the track 31, and winches 10 are arranged at the two ends of the track 31 and used for driving the conveying trolley 13 to slide along the track 31;
the first conveyer belt 12 is arranged in parallel with the track 31, the second conveyer belt 9 is arranged on the conveying trolley 13, the inlet end of the second conveyer belt 9 is positioned below the first conveyer belt 12, and the outlet end of the second conveyer belt 9 is positioned above the feeding port 8. The first conveyor belt 12 is provided with a discharge hopper which moves along with the second conveyor belt 9 to feed the second conveyor belt 9. With this structure, continuous supply of the stone to the feed port 8 is achieved.
The foregoing embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the embodiments and features of the embodiments in the present application may be arbitrarily combined with each other without collision. The protection scope of the present invention is defined by the claims, and the protection scope includes equivalent alternatives to the technical features of the claims. I.e., equivalent replacement modifications within the scope of this invention are also within the scope of the invention.
Claims (9)
1. An underwater macadam foundation bed laying method is characterized by comprising the following steps:
s1, a conveying trolley (13) is arranged on a ship body (3), the conveying trolley (13) is driven by a driving device to slide along the length direction of the ship body (3), a chute is arranged on the conveying trolley (13), the top end of the chute is provided with a feeding port (8), and the bottom end of the chute is close to the water bottom; at least one conveyer belt for feeding the conveying trolley (13) is also arranged;
the ship body (3) is provided with a lifting positioning pile (5) at the positions of the bow and the stern, and the positioning pile (5) is in sliding connection with the ship body (3);
the positioning piles (5) are arranged on the floating box sliding rails (15), at least two positioning pile locking devices (51) are arranged at positions, close to two ends, of the floating box sliding rails (15), and the positioning piles (5) are arranged in the positioning pile locking devices (51) in a lifting mode; the two buoyancy tank sliding rails (15) are respectively connected with the bow and the stern of the ship body (3) in a sliding manner; at least two positioning pile locking devices (51) and positioning piles (5) are also arranged on the ship body (3); the floating box slide rail (15) is provided with a draft water level adjusting structure;
a slide rail (151) is arranged on one side of the buoyancy tank slide rail (15), and a plurality of first limiting guide wheels (32) and second limiting guide wheels (33) which are contacted with the slide rail (151) are arranged on the ship body (3);
a rack (152) is further arranged near the sliding rail (151), a driving gear (34) driven by a driving device to rotate is arranged on the ship body (3), the driving gear (34) is meshed with the rack (152), and the driving gear (34) is driven by the driving device to rotate, so that the relative sliding between the buoyancy tank sliding rail (15) and the ship body (3) is realized; s2, moving the ship body to a design position to enable the ship body (3) to be located at an initial position of the buoyancy tank sliding rail (15); driving a positioning pile (5) on the floating box sliding rail (15) into the water bottom; positioning the position of the chute on the horizontal plane by using a GPS or Beidou system;
s3, controlling the elevation position of a discharge hole at the bottom of the chute by adjusting the lifting of the chute;
s4, a discharge port adjusting device (4) is arranged at the bottom of the chute, an inclination angle adjusting oil cylinder (42) is arranged in the discharge port adjusting device (4), and levelness of a discharge port at the lowest end of the chute is adjusted;
s5, filling stones into the chute through the conveying belt, and driving the conveying trolley (13) and the chute to slide along the length direction of the ship body (3) when the stones reach a set height, wherein the stones flow out from the lower part of the chute to form a stone ridge belt, namely a stone foundation bed (7);
s6, after the construction of one row of gravel beds (7) is completed, the ship body (3) moves to the position of the next row through the guide of the positioning piles (5), and then the paving construction of the gravel beds is carried out;
after the ship body (3) reaches the sliding limit position, the ship body (3) is fixed, the positioning pile (5) is lifted, and the positioning pile (5) slides back to the initial position;
the continuous laying construction of the underwater macadam foundation bed is realized through the steps.
2. The method for laying an underwater macadam foundation according to claim 1, wherein the method comprises the following steps:
in the step S6, after the construction of one row of gravel beds (7) is completed, the ship body (3) moves to the position of the next row through the guide of the buoyancy tank sliding rail (15), and then the paving construction of the gravel beds is carried out;
after the hull (3) reaches a sliding limit position along the buoyancy tank sliding rail (15), driving the positioning pile (5) on the hull (3) into the water to fix the hull (3), lifting the positioning pile (5) on the buoyancy tank sliding rail (15), and sliding the buoyancy tank sliding rail (15) to an initial position along the hull (3);
repeating the steps to realize continuous and accurate laying construction of the underwater gravel foundation bed.
3. An underwater macadam foundation laying method according to claim 2, wherein: a slide rail space for accommodating the slide rail (151) is formed in the ship body (3), a structure for mutually buckling with the slide rail (151) is formed, and a first limit guide wheel (32) and a second limit guide wheel (33) are arranged on the inner side of the slide rail space;
the draft level of the buoyancy tank sliding rail (15) is increased through the draft level adjusting structure, the buoyancy tank sliding rail (15) is moved, the sliding rail (151) enters below the sliding rail space, the draft level of the buoyancy tank sliding rail (15) is reduced until the sliding rail (151) is reliably contacted with the first limiting guide wheel (32) and the second limiting guide wheel (33), and the driving gear (34) is meshed with the rack (152);
when the buoyancy tank sliding rail (15) is separated from the ship body (3), the draft water level is increased through the draft water level adjusting structure, and the sliding rail (151) is separated from the lower part of the sliding rail space.
4. The method for laying an underwater macadam foundation according to claim 1, wherein the method comprises the following steps: in the step 1, the slide pipes are a first slide pipe (1) and a second slide pipe (2) which are sleeved with each other;
the first chute (1) is connected with the second chute (2) in a lifting way, and a discharge hole adjusting device (4) is arranged at the bottom of the second chute (2);
a plurality of hoisting devices (14) are arranged on the conveying trolley (13), and the end heads of the steel wire ropes of the hoisting devices (14) are connected with the second slide pipes (2);
in the step S3, the lifting of the second chute (2) is controlled through the winding device (14), and the elevation position of the discharge hole at the bottom of the second chute (2) is controlled, wherein the elevation position is the thickness of the crushed stone foundation bed (7).
5. The method for laying an underwater macadam foundation according to claim 4, wherein: in the step 1, in the discharge hole adjusting device (4), a discharge hole sleeve (46) is movably sleeved with a second chute (2), a plurality of upper fixing frames (41) extending outwards are arranged on the outer wall of the second chute (2), a plurality of lower fixing frames (43) extending outwards are correspondingly arranged on the outer wall of the discharge hole sleeve (46), and an inclination angle adjusting oil cylinder (42) is arranged between the upper fixing frames (41) and the lower fixing frames (43);
a first inclination sensor (45) is also arranged on the discharge hole sleeve (46);
a distance sensor (44) is arranged at the bottom of the lower fixing frame (43) and is used for detecting the distance from the discharge hole sleeve (46) to the bottom of the foundation bed;
in step S4, according to the feedback of the first inclination sensor (45), the relevant inclination adjustment cylinder (42) is controlled to stretch and retract, so as to adjust the inclination angle of the bottom of the discharge port sleeve (46), and make the bottom of the adjustment discharge port sleeve (46) parallel to the bottom of the foundation bed.
6. The method for laying an underwater macadam foundation according to claim 5, wherein the method comprises the steps of: in the step S4, a distance sensor (44) is used for detecting the distance from the discharge hole sleeve (46) to the bottom of the foundation bed; the number of the lower fixing frames (43) is four, and the number of the upper fixing frames (41), the number of the distance sensors (44) and the number of the inclination angle adjusting cylinders (42) are correspondingly four; in the paving process, at least one distance sensor (44) can detect the distance of the mud land, at least one distance of the crushed stone foundation bed (7) is detected, and the data of the distance sensor and the crushed stone foundation bed are differenced to obtain the paving height data of the crushed stone foundation bed (7) so as to carry out fine adjustment by controlling the expansion and contraction of an inclination angle adjusting oil cylinder (42);
after at least one row of gravel foundation beds (7) are paved, the two distance sensors (44) can detect the distance of mud land, difference is obtained between the obtained data, whether the discharge port is inclined or not can be obtained, then the data are further verified by the first inclination angle sensor (45), and fine adjustment is carried out by controlling the expansion and contraction of the inclination angle adjusting oil cylinder (42);
the other two distance sensors (44) can detect the distance between the crushed stone beds (7), the obtained data are differenced, whether the leveling operation needs to be started or not can be judged, and if yes, the surface of the crushed stone beds (7) is leveled.
7. The method for laying an underwater macadam foundation according to claim 6, wherein: a vibrating device (47) is arranged on the outer wall of the discharge hole sleeve (46); the structure of the vibration device (47) is as follows: the outer wall of the discharge hole sleeve (46) is provided with a hydraulic motor, the hydraulic motor is connected with an eccentric block, and when the gravel foundation bed (7) needs to be leveled, the hydraulic motor is started, and the chute moves along the position needing to be leveled.
8. The method for laying an underwater macadam foundation according to claim 6, wherein: the oil ports at two ends of the inclination angle adjusting oil cylinder (42) are connected with an inclination angle reversing valve (421), the inclination angle reversing valve (421) is respectively connected with an oil inlet pipe and an oil return pipe, and a second flow valve (422) and a second one-way valve (423) are arranged on the oil inlet pipe;
the oil inlet pipes are connected with a multi-position distribution electromagnetic valve (424), and the multi-position distribution electromagnetic valve (424) is connected with an oil supply pipe;
according to the data required to be regulated, the distribution electromagnetic valve (424) is sequentially switched to the oil way of the corresponding dip angle regulating oil cylinder (42), and the expansion and contraction of the dip angle regulating oil cylinder (42) are regulated through the dip angle reversing valve (421).
9. A method of laying an underwater macadam foundation according to claim 3, wherein: at least one end and at least one side of the buoyancy tank sliding rail (15) are provided with buoyancy tank propelling devices (16); the buoyancy tank propelling device (16) is driven by a hydraulic motor, and the buoyancy tank sliding rail (15) is pushed to the bow and the stern of the ship body (3) through the buoyancy tank propelling device (16).
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| CN201910055351.5A CN109898557B (en) | 2019-01-21 | 2019-01-21 | Laying method of underwater broken stone foundation bed |
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| CN201910055351.5A CN109898557B (en) | 2019-01-21 | 2019-01-21 | Laying method of underwater broken stone foundation bed |
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| JPH10292376A (en) * | 1997-04-14 | 1998-11-04 | Saeki Kensetsu Kogyo Kk | Construction method underwater foundation mound |
| CN103924597A (en) * | 2013-01-10 | 2014-07-16 | 中交第一航务工程局有限公司 | Platform type riprap leveling barge and construction method thereof |
| CN104652348A (en) * | 2015-02-16 | 2015-05-27 | 中交一航局第一工程有限公司 | Deep-water foundation bed rock throwing system |
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