CN110029653B - Method for treating steel pipe pile foundation of riprap seabed foundation - Google Patents
Method for treating steel pipe pile foundation of riprap seabed foundation Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 246
- 239000010959 steel Substances 0.000 title claims abstract description 246
- 238000000034 method Methods 0.000 title claims abstract description 63
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 50
- 238000010276 construction Methods 0.000 claims abstract description 35
- 239000004576 sand Substances 0.000 claims abstract description 20
- 239000004567 concrete Substances 0.000 claims description 39
- 238000003466 welding Methods 0.000 claims description 22
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- 239000002689 soil Substances 0.000 claims description 14
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- 238000004513 sizing Methods 0.000 claims description 4
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- 230000009191 jumping Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000006243 chemical reaction Methods 0.000 abstract description 5
- 238000005553 drilling Methods 0.000 description 5
- 238000009434 installation Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 241001513371 Knautia arvensis Species 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
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- 238000005259 measurement Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 238000009527 percussion Methods 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
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- 238000009424 underpinning Methods 0.000 description 1
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- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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Abstract
The invention discloses a method for treating a rubble seabed foundation steel pipe pile foundation, which comprises the following steps: (1) driving a plurality of sand piles into the seabed at the designed position of the sand pile by using a pontoon type pile driver, performing riprap foundation treatment on the top surfaces of all the sand piles and leveling the sand piles, and mounting a prefabricated reinforced concrete caisson on the riprap foundation; (2) performing bridge abutment construction on the prefabricated reinforced concrete caisson and on the left side of the left beam end of the first-span Bailey beam; (3) installing a first-span Bailey beam and a bridge deck structure; (4) trial driving three steel pipe piles by a crane within the range of a riprap foundation bed on the right side of the prefabricated reinforced concrete caisson; (5) erecting steel pipe piles at the outer sides of the three steel pipe piles to be tried; (6) and (5) carrying out stress system conversion. By adopting the method, the aim of influencing smooth crossing of the pipe pile during sinking of the pipe pile by the riprap foundation is fulfilled.
Description
Technical Field
The invention relates to the field of steel pipe pile foundation construction, in particular to a steel pipe pile construction method under riprap or other obstacle conditions.
Background
The sea-crossing bridge develops very rapidly in recent years, the record of the largest span and the longest bridge is continuously refreshed, and the construction process of the sea bridge is also endless. Since the offshore operation is different from onshore operation, the working space and the field are all limited, the offshore construction operation is achieved by the domestic multi-purpose offshore steel trestle and steel platform. The structural design of the steel trestle is frequently and largely the same, the foundation mostly adopts a steel pipe pile foundation, and a vibration hammer is used for inserting and striking to the designed depth to meet the bearing requirement. However, the construction of inserting and driving the steel pipe pile has requirements on the geological conditions of the seabed, if the seabed is thrown with stones, the seabed can not be hammered and buried normally, and an economical and efficient treatment method is needed to solve the problem, so that the structural safety in the use process is ensured.
1. Chinese patent with application number CN201710199407.5 discloses 'a rock-based seabed offshore wind turbine rock-socketed single-pile foundation and a construction method thereof', and the method comprises the following steps: (1) analyzing the driving-in property of the steel pipe pile, and analyzing the driving-in depth of the steel pipe pile and the pile driving-in stopping standard; (2) prefabricating the steel pipe pile, the inner pile casing and the steel pipe connecting section, and transporting to a specified place; (3) sinking the pile to a certain depth by adopting a vibration hammer and a high-energy hydraulic impact hammer; (4) fixing the steel pipe pile by adopting a pile gripper or a pile stabilizing platform, erecting a rock-socketed drilling machine at the top of the steel pipe pile, drilling downwards along the middle of the steel pipe pile, and reaming to the designed drilling bottom elevation after drilling to the lower end face of the steel pipe pile; (5) after hole expansion is completed, the drilling machine is taken out, after hole cleaning is achieved, the inner protecting cylinder is placed to the bottom of a drilled hole along the inner wall of the steel pipe pile, and the central axis of the inner protecting cylinder is enabled to coincide with the central axis of the steel pipe pile; (6) pouring high-strength grouting body with initial setting time not less than 8h into the steel pipe pile, allowing the high-strength grouting body to enter a gap between the high-strength grouting body and the inner protecting cylinder along the inner wall of the steel pipe pile and then further grouting until the gap between the inner protecting cylinder and the bedrock is completely filled; (7) before the high-strength grouting body is initially set, driving the steel pipe pile to the bottom of the drill hole to enable the steel pipe pile to sink into the high-strength grouting body, and forming tight combination after the high-strength grouting body is condensed; (8) and (4) installing the steel pipe connecting section, adjusting the flatness of a flange at the top of the steel pipe connecting section, and filling the high-strength grouting body of the connecting section. The method is a treatment method for the rock-socketed pile, has complex process and poor economical efficiency, and is not suitable for foundation construction of the steel pipe pile of the riprap seabed foundation.
2. Chinese patent No. cn201110381774.x discloses a method for driving a large-diameter steel pipe pile in an intertidal zone, which is implemented by matching a large-diameter steel pipe pile transportation and auxiliary pile hanging construction special ship with a full-circle slewing crane ship with a beach seating function, and comprises the following specific steps: the steel pipe pile is processed, manufactured and hoisted on the special ship; positioning a crane ship; an inclination angle sensor is arranged at the top end of the steel pipe pile; vertically hoisting the steel pipe pile; the vertical steel pipe pile begins to sink into mud; hoisting the steel wire rope to automatically unhook; recording the vertical reading of the steel pipe pile; and (5) hammering the pile sinking by a hydraulic hammer. The seabed foundation applicable to the method is a soft foundation, and the method needs large cost investment of mechanical equipment, and is not applicable to inserting and driving construction of the steel pipe pile of the riprap seabed foundation.
3. Chinese patent discloses a method for manufacturing a hard riverbed temporary bridge steel pipe pile forming device, which solves the problem that the steel pipe pile is difficult to form on the hard riverbed. The engineering ship is connected with a ship anchor fixed in a hard riverbed through an anchor rope, a percussion drill is installed at the bow of the engineering ship, a steel pile casing fixing frame and a steel pile casing extend outwards from the bow of the engineering ship, a pile foundation pit is arranged on the hard riverbed under the steel pile casing, a steel pipe pile pipe is inserted into the steel pile casing, the bottom end of the steel pipe pile pipe is arranged in the pile foundation pit, a concrete guide pipe is inserted into the steel pipe pile pipe, a collecting hopper is arranged at the top of the concrete guide pipe, and concrete is arranged in the collecting hopper. The cost for processing the riprap seabed foundation by the patented technology is too high, the construction period is too long, and the economical efficiency is poor.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a safe and reliable method for treating a steel pipe pile foundation of a riprap seabed foundation under the condition of the riprap seabed foundation in a special environment.
A method for treating a steel pipe pile foundation of a riprap seabed foundation comprises the following steps:
(1) driving a plurality of sand piles into the seabed at the designed position of the sand pile by using a pontoon type pile driver, performing riprap foundation treatment and leveling on the top surfaces of all the sand piles, mounting a prefabricated reinforced concrete caisson on the riprap foundation, adjusting the plane position coordinate error of the bottom surface of the prefabricated reinforced concrete caisson to be within 100mm, and adjusting the top elevation error of the prefabricated reinforced concrete caisson to be within 100 mm;
(2) on the precast reinforced concrete caisson and in connecting first stride beiLei roof beam left side and carry out the abutment construction, the abutment construction include: mounting a steel structure retaining wall on the left side of the left beam end of the first-span Bailey beam, adopting a channel steel tie rod to tie and fix a wall keel of the steel structure retaining wall and embedded steel bars of a prefabricated reinforced concrete caisson, then backfilling sandy soil on the prefabricated reinforced concrete caisson on the left side of the steel structure retaining wall to be connected with a land construction sidewalk, and tamping the backfilled soil;
(3) install first beiLei roof beam and bridge floor structure striden, the step is:
(a) a left side capping beam support and a right side temporary capping beam support are respectively fixedly arranged on the top wall of the prefabricated reinforced concrete caisson on the right side of the steel structure retaining wall at left and right intervals, the left side capping beam support is arranged close to the steel structure retaining wall, the right side temporary capping beam support is arranged close to the right edge of the prefabricated reinforced concrete caisson, and the left side capping beam support and the right side temporary capping beam support are respectively welded and fixed with reserved steel bars of the prefabricated reinforced concrete caisson;
(b) the bottom surfaces of the left ends of the first-span Bailey beams are fixed on the top surfaces of the left side cover beam support and the right side temporary cover beam support;
(c) a plurality of I-shaped steel distribution beams are fixed on the plurality of first-span Bailey beams at left and right intervals;
(d) a plurality of channel steel panels are fixed on the plurality of I-shaped steel distribution beams at intervals from front to back to form a bridge deck;
(e) welding the left side of the covering plate on the top wall of the steel structure retaining wall, and supporting the right side of the covering plate on the top wall of the left side of the channel steel panel to form a free sliding contact surface between the right side of the covering plate and the channel steel panel;
(f) the front side and the rear side of the bridge deck are respectively fixed with a guard rail;
(4) the method comprises the following steps that a crane tries to drive three steel pipe piles in the riprap foundation bed range on the right side of a prefabricated reinforced concrete caisson in a horizontal row along a bridge, if one steel pipe pile is driven into a seabed, the other two steel pipe piles cannot be driven into the riprap foundation bed due to the obstruction of the riprap foundation bed, the other two steel pipe piles are abandoned, three groups of end steel pipe piles arranged at intervals in the horizontal row along the bridge outside the riprap foundation bed range are continuously driven to serve as a brake pier foundation, and each group of end steel pipe piles comprises two end steel pipe piles arranged at intervals in the left and right;
(5) connecting a tie beam and an inclined strut between the left end steel pipe pile and the right end steel pipe pile in the same group and between the two adjacent groups of end steel pipe piles respectively to enable the six end steel pipe piles to form a conjoined pile, fixing a capping beam at the top of the left end steel pipe pile and the right end steel pipe pile in the same group, and fixing a top permanent capping beam support on each capping beam;
(6) fixing the right supports of the second Bailey-spanning beams on a top permanent capping beam support, connecting the left sides of the second Bailey-spanning beams arranged at intervals back and forth with the right sides of the first Bailey-spanning beams in a one-to-one correspondence manner through pin shafts, and then sequentially adopting the steps (c), (d) and (f) in the step (3) to install the second Bailey-spanning beams and a bridge deck structure, wherein the second Bailey-spanning beams are positioned above the steel pipe piles;
(7) erecting an intermediate support system to ensure that the bridge span meets the use requirement, and the method comprises the following steps:
(a) manufacturing a group of united row bottom supporting piles in a processing field according to the distance between the other two steel pipe piles in the same row position with the driven steel pipe piles and the sea bed elevation, welding a pile bottom bracket at the bottom of the united row bottom supporting piles along the horizontal direction, and reserving concrete channel openings at the lower openings of the two piles of the united row bottom supporting piles;
(b) mounting the manufactured linked-row support bottom piles and pile bottom brackets at the same row transverse positions of the steel pipe piles, supporting the pile bottom brackets on a riprap foundation bed, and then welding transverse tie beams and inclined struts between the linked-row support bottom piles and pile bodies of the steel pipe piles to form stable conjoined piles by the linked-row support bottom piles and the single steel pipe pile;
(c) welding and fixing a capping beam support at the pile tops of the row of bottom-supporting piles and the steel pipe piles, adjusting the elevation error of the capping beam support to be within +/-10 mm, and then fixing the capping beam support and the second Bailey spanning beam by adopting a U-shaped clamp to prevent slippage;
(d) respectively pouring concrete into the upper openings of the two row-connected bottom supporting piles by adopting guide pipes, enabling the concrete to fall to the pile bottom bracket through the concrete passage openings, and hardening and reinforcing the seabed foundation ripened at the bottom of the pile bottom bracket until the concrete is poured to fully cover the pile bottom bracket to form a raft foundation structure;
(e) after the concrete strength at the pile bottom bracket reaches 100%, additionally arranging a sizing block between the cover beam support and the second Bailey spanning beam, and adjusting the height of the second Bailey spanning beam by using a jack until the bottom pile and the steel pipe pile are in a stressed state;
(8) the method comprises the following steps of: removing the temporary capping beam support at the right side at the edge of the precast reinforced concrete caisson, and changing the first span from the capping beam support at the left side to the capping beam support;
(9) before loading the bridge deck, respectively laying elevation points at two ends of a first span bridge deck and at a span-middle position on the first span bridge deck between a left side cover beam support and a cover beam support along the longitudinal direction of the bridge, respectively laying an elevation point at two sides of the bridge width along the transverse direction of the bridge at each position and marking, respectively measuring each arranged elevation point and recording elevation data;
(10) prepressing the bridge deck, comprising the following steps: and arranging sand bags and concrete counterweights on the bridge floor according to a design load distribution form, wherein the loading load is not less than 120% of the design load, tracking and measuring each arranged elevation point in the loading process and recording corresponding elevation data until the loading is finished, wherein the difference value before and after the loading of each elevation point does not exceed the theoretical calculation value, and no structural damage exists, so that the bridge structure is qualified.
The method has the advantages that; the method aims at solving the problems by adopting a reasonable construction sequence when the pipe pile sinks into the foundation under the influence of local riprap and the like when the steel trestle for offshore construction meets the situation that the pipe pile sinks into the foundation through a self-made temporary support structure and by utilizing a skillful stress conversion relation, greatly reduces the unnecessary large-amount measure investment and effectively increases the working efficiency. A plurality of methods for processing special foundations of bridge pipe pile foundations are provided, and the special processing method avoids adding offshore operation measures and can completely complete the erection work of the trestle on land. The method has reasonable structure stress in the construction process, fully utilizes the maximum efficiency output of the existing machinery, changes the traditional stress system conversion mode, and achieves the purpose of smoothly crossing when the rock-throwing foundation influences the sinking of the tubular pile.
Drawings
FIG. 1 is a schematic plan view of a first span steel trestle structure layout form related to the method for treating the foundation of the steel pipe pile of the riprap seabed foundation;
FIG. 2 is a schematic view of the installation elevation of the bridge abutment and caisson top steel trestle bridge structure of the method for treating the foundation of the steel pipe pile of the riprap seabed foundation of the invention;
FIG. 3 is a schematic diagram of an abutment construction method of the method for treating the steel pipe pile foundation of the riprap seabed foundation;
FIG. 4 is a schematic diagram of the construction of a Bailey beam flower stand in the method for treating the steel pipe pile foundation of the riprap seabed foundation;
FIG. 5 is a schematic view of the connection between the capping beam support and the Bailey beam and the distributing beam in the method for treating the steel pipe pile foundation of the riprap seabed foundation;
FIG. 6 is a schematic elevation view of the first construction of a steel pipe pile and a coupling beam of a brake pier in the method for treating a rubble-cast seabed foundation steel pipe pile foundation of the invention;
FIG. 7 is an elevation view of the installation of the first-span Bailey beam and the bridge deck structure in the foundation treatment method of the steel pipe pile of the riprap seabed foundation of the invention;
FIG. 8 is a schematic view of the temporary underpinning pile installation of the method for treating the steel pipe pile foundation of the riprap seabed foundation according to the present invention;
FIG. 9 is a schematic view of the temporary pier bottom-supporting pile and the bracket of the method for treating the steel pipe pile foundation of the rubble seabed foundation of the present invention;
fig. 10 is a schematic elevation view of a first-span trestle structure after completion of conversion of a stress system in the method for treating a steel pipe pile foundation of a riprap seabed foundation.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
The invention discloses a method for treating a riprap seabed foundation steel pipe pile foundation, which comprises the following steps:
(1) a plurality of sand piles 1 are driven into a seabed at the designed position of the sand pile by using a pontoon type pile driver, a riprap foundation 2 is processed and leveled on the top surfaces of all the sand piles 1, a prefabricated reinforced concrete caisson 3 is installed on the riprap foundation 2, the plane position coordinate error of the bottom surface of the prefabricated reinforced concrete caisson 3 is adjusted to be within 100mm, and the top elevation error of the prefabricated reinforced concrete caisson 3 is adjusted to be within 100 mm;
(2) on prefabricated reinforced concrete caisson 3 and in connecting first span bailey 6-1 left beam end left side carry out abutment 4 construction, abutment 4 construction include: installing a steel structure retaining wall 4-4 on the left side of the left beam end of the first-span Bailey beam 6-1 (the left side of the left beam end of the steel structure retaining wall 4-span Bailey beam 6-1 can be 150 mm-200 mm, and the telescopic deformation condition of the Bailey beam is met), adopting a channel steel tie rod 4-3 to tie and fix a wall keel of the steel structure retaining wall 4-4 and embedded steel bars 4-2 of a prefabricated reinforced concrete caisson, then backfilling sandy soil on the prefabricated reinforced concrete caisson on the left side of the steel structure retaining wall 4-4 to be connected with a land construction sidewalk, and tamping the backfilled soil.
Preferably, the bridge and the sidewalk are smoothly connected, the top surface of the backfilled sandy soil on the prefabricated reinforced concrete caisson is lower than the top surface of the steel structure retaining wall 4-4, a concrete butt strap 4-1 is poured on the top surface of the backfilled sandy soil, the top surface of the concrete butt strap 4-1 is flush with the top surfaces of the onshore construction sidewalk and the steel structure retaining wall 4-4, and the thickness of the concrete butt strap 4-1 is usually 30 cm;
(3) installing a first-span Bailey beam 6-1 and a bridge deck structure 7-1, and comprising the following steps:
(a) the left side capping beam support 5-1 and the right side temporary capping beam support 5-4 are respectively fixedly arranged on the top wall of the prefabricated reinforced concrete caisson on the right side of the steel structure retaining wall 4-4 at a left-right interval, the left side capping beam support 5-1 is arranged close to the steel structure retaining wall 4-4, the right side temporary capping beam support 5-4 is arranged close to the right edge of the prefabricated reinforced concrete caisson, and the left side capping beam support 5-1 and the right side temporary capping beam support 5-4 are respectively welded and fixed with the reserved steel bars 4-2 of the prefabricated reinforced concrete caisson;
(b) the bottom surfaces of the left ends of a plurality of first-span Bailey beams 6-1 which are arranged at intervals back and forth are fixed on the top surfaces of the left side bent cap supports 5-1 and the right side temporary bent cap supports 5-4;
in a preferred embodiment of the invention, the left side bent cap support 5-1 and the right side temporary bent cap support 5-4 are fixed with the first span bailey beam 6-1 by using a U-shaped clamp 15 to prevent lateral sliding.
6-1 two first-span Bailey beams are in a group, the two spliced Bailey beams are connected by a finished product factory-leaving shaped flower shelf 13-1, and the groups are connected and fixed by angle steel scissor supports 13-2.
(c) A plurality of I-steel distribution beams 12-1 (25 a # I-steel can be adopted as the I-steel distribution beams 12-1) are fixed on the plurality of first-span Bailey beams 6-1 at left-right intervals;
(d) and a plurality of channel steel panels 12-2 are fixed on the plurality of I-shaped steel distribution beams 12-1 at intervals from front to back to form a bridge deck.
The first-span Bailey beam 6-1 and the I-steel distribution beam 12-1 can be fixed by a U-shaped clamp 15, the I-steel distribution beam 12-1 and the channel steel panel 12-2 can be fixed by jumping point welding, and the length of a welding line is not less than 5cm, so that the structure is stable, and the installation progress is accelerated;
(e) welding the left side of the cover plate 16 on the top wall of the steel structure retaining wall 4-4, and supporting the right side of the cover plate 16 on the top wall of the left side of the channel steel panel 12-2 to form a free sliding contact surface between the right side of the cover plate 16 and the channel steel panel;
(f) the front side and the rear side of the bridge deck are respectively fixed with a guard rail 14, and the guard rail can be formed and processed into standard sections in a factory by adopting channel steel and steel pipes;
(4) the method comprises the following steps that a crane tries to drive three steel pipe piles 8-3 in the same row in the transverse direction of a bridge within the range of a riprap foundation bed on the right side of a prefabricated reinforced concrete caisson 3, if one steel pipe pile 8-3 is driven into the seabed, the driving depth can be 13-14 m, the other two steel pipe piles cannot be driven into the riprap foundation bed due to the obstruction of the riprap foundation bed, the other two steel pipe piles are abandoned, three groups of end steel pipe piles 8-1 which are arranged at intervals in the transverse direction of the bridge outside the range of the riprap foundation bed are continuously driven in the same row in the transverse direction of the bridge and serve as a foundation of a brake pier, each group of end steel pipe piles 8-1 comprises two end steel pipe piles 8-1 which are arranged at intervals in the left and right, and the driving depth of each group of end;
(5) longitudinal tie beams 9-1 and cross braces 11 are respectively connected between the left end steel pipe pile 8-1 and the right end steel pipe pile 8-1 in the same group and between the two adjacent groups of end steel pipe piles 8-1 to enable the six end steel pipe piles 8-1 to form connected piles, capping beams 10 are fixed at the tops of the left end steel pipe pile 8-1 and the right end steel pipe pile 8-1 in the same group, and a top permanent capping beam support 5-2 is fixed on each capping beam 10.
(6) And (3) supporting and fixing the right sides of a plurality of second Bailey-spanning beams 6-2 on a top permanent capping beam support 5-2, connecting the left sides of the plurality of second Bailey-spanning beams 6-2 arranged at intervals back and forth with the right side of the first Bailey-spanning beam 6-1 in a one-to-one correspondence manner through pin shafts, and then installing the second Bailey-spanning beams 6-2 and a bridge deck structure 7-2 by sequentially adopting the steps (c), (d) and (f) in the step (3), wherein the second Bailey-spanning beams 6-2 are positioned above the steel pipe piles 8-3.
(7) Erecting an intermediate support system to ensure that the bridge span meets the use requirement, and the method comprises the following steps:
(a) manufacturing a group of united row bottom supporting piles 8-2 in a processing field according to the distance between the other two steel pipe piles in the same row position with the driven steel pipe pile 8-3 and the sea bed elevation, welding a pile bottom bracket 12 at the bottom of the united row bottom supporting pile 8-2 along the horizontal direction by adopting 20a # channel steel, and reserving concrete channel openings 17 at the lower openings of the two piles of the united row bottom supporting pile 8-2;
(b) mounting the manufactured row-connected bottom-supported piles 8-2 and pile bottom brackets 12 at the same row transverse positions of the steel pipe piles 8-3, supporting the pile bottom brackets on a riprap foundation bed, and then welding transverse tie beams 9-2 and inclined struts 11-1 between the row-connected bottom-supported piles 8-2 and the pile bodies of the steel pipe piles 8-3 to enable the row-connected bottom-supported piles 8-2 and the single steel pipe piles 8-3 to form stable conjoined piles;
(c) welding and fixing a capping beam support 5-3 on the pile tops of the tandem bottom-supporting piles 8-2 and the steel pipe piles 8-3, adjusting the height error of the capping beam support 5-3 to be within +/-10 mm, and fixing the capping beam support 5-3 and the second Bailey spanning beam 6-2 by adopting a U-shaped clamp 15 to prevent slippage;
(d) respectively pouring concrete into the upper openings of the two row-connected bottom-supporting piles 8-2 by adopting guide pipes, enabling the concrete to fall to the pile bottom bracket through the concrete passage openings 17, hardening and reinforcing the riprap seabed foundation at the bottom of the pile bottom bracket until the concrete is poured to fully cover the pile bottom bracket, and enabling the concrete to form a raft foundation structure;
(e) after the concrete strength at the pile bottom bracket reaches 100%, arranging a sizing block between the capping beam support 5-3 and the second Bailey spanning beam 6-2, and adjusting the height of the second Bailey spanning beam by using a jack until the bottom pile 8-2 and the steel pipe pile 8-3 are in a stressed state;
(8) the method comprises the following steps of: the temporary capping beam support 5-4 on the right side at the edge of the precast reinforced concrete caisson is removed, the first span is changed from the capping beam support 5-1 on the left side to the capping beam support 5-3, the structural stress requirement is met, and the situation that the caisson is eccentrically pressed to generate lateral sliding is avoided;
(9) before loading the bridge deck, respectively arranging elevation points at two ends and a midspan position of a first span bridge deck between a left side bent cap support 5-1 and a bent cap support 5-3 along the longitudinal direction of the bridge on the first span bridge deck, and respectively arranging one elevation point at each of two sides of the bridge width along the transverse direction of the bridge and marking the elevation points;
(10) prepressing the bridge deck, comprising the following steps: and arranging sand bags and concrete balancing weights on the bridge floor according to a design load distribution form, wherein the loading load is not less than 120% of the design load, tracking and measuring each arranged elevation point in the loading process and recording corresponding elevation data until the loading is finished, wherein the difference (namely the settlement difference) before and after each elevation point is loaded does not exceed the theoretical calculation value, and no structural damage exists, so that the bridge structure is qualified.
Example 1
The invention relates to a method for treating a rubble seabed foundation steel pipe pile foundation, which comprises the following steps:
(1) a plurality of sand piles 1 are driven into a seabed at the designed position of the sand pile by using a pontoon type pile driver, a riprap foundation 2 is processed and leveled on the top surfaces of all the sand piles 1, a prefabricated reinforced concrete caisson 3 is installed on the riprap foundation 2, the plane position coordinate error of the bottom surface of the prefabricated reinforced concrete caisson 3 is adjusted to be within 100mm, and the top elevation error of the prefabricated reinforced concrete caisson 3 is adjusted to be within 100 mm;
(2) on prefabricated reinforced concrete caisson 3 and in connecting first span bailey 6-1 left beam end left side carry out abutment 4 construction, abutment 4 construction include: the method comprises the steps of installing a steel structure retaining wall 4-4 at a position 200mm away from the left side of the left beam end of a head-span Bailey beam 6-1 (meeting the Bailey beam telescopic deformation condition), adopting a channel steel tie rod 4-3 to tie and fix a wall keel of the steel structure retaining wall 4-4 and embedded steel bars 4-2 of a prefabricated reinforced concrete caisson, then backfilling sandy soil on the prefabricated reinforced concrete caisson at the left side of the steel structure retaining wall 4-4, tamping the backfilled sandy soil, enabling the height of the top surface of the backfilled sandy soil on the prefabricated reinforced concrete caisson to be 30cm lower than that of the top surface of the steel structure retaining wall 4-4, pouring a concrete attachment plate 4-1 on the top surface of the backfilled sandy soil, and enabling the top surface of the concrete attachment plate 4-1 to be flush with the top surface of a river bank and the top surface of the steel structure retaining wall 4-4.
(3) Installing a first-span Bailey beam 6-1 and a bridge deck structure 7-1, and comprising the following steps:
(a) the left side capping beam support 5-1 and the right side temporary capping beam support 5-4 are respectively and fixedly arranged on the top wall of the prefabricated reinforced concrete caisson on the right side of the steel structure retaining wall 4-4 at intervals from left to right (the temporary capping beam support is made of double-spliced 40b # I-shaped steel), the left side capping beam support 5-1 is arranged close to the steel structure retaining wall 4-4, the right side temporary capping beam support 5-4 is arranged close to the right edge of the prefabricated reinforced concrete caisson, and the left side capping beam support 5-1 and the right side temporary capping beam support 5-4 are respectively welded and fixed with a reserved steel bar 4-2 of the prefabricated reinforced concrete caisson;
(b) 4 groups of 6m head span long Bailey beams 6-1 are arranged, 6m span is formed between every two adjacent Bailey beams 6-1, a plurality of head span Bailey beams 6-1 are arranged at intervals front and back, the bottom surface of the left end of each head span long Bailey beam 6-1 is fixed on the top surfaces of the left side cover beam support 5-1 and the right side temporary cover beam support 5-4, and the left side cover beam support 5-1, the right side temporary cover beam support 5-4 and the Bailey beams 6-1 are fixed through U-shaped clamps 15 to prevent lateral sliding.
6-1 two first-span Bailey beams are in a group, the two spliced Bailey beams are connected by a finished product factory-leaving shaped flower shelf 13-1, and the groups are connected and fixed by angle steel scissor supports 13-2.
(c) A plurality of 25a # I-steel distribution beams 12-1 are fixed on the plurality of first-span Bailey beams 6-1 at intervals from left to right, and the distance between every two adjacent I-steel distribution beams is 70 cm;
(d) and a plurality of channel steel panels 12-2 are fixed on the plurality of I-shaped steel distribution beams 12-1 at intervals from front to back to form a bridge deck.
The channel steel panels 12-2 are 20a # channel steel, the distance between two adjacent channel steel panels 12-2 is 23cm, the first-span Bailey beam 6-1 and the I-shaped steel distribution beam 12-1 are fixed by a U-shaped clamp 15, the I-shaped steel distribution beam 12-1 and the channel steel panels 12-2 can be welded and fixed by jumping points, and the length of a welding line is not less than 5 cm;
(e) welding the left side of the cover plate 16 on the top wall of the steel structure retaining wall 4-4, and supporting the right side of the cover plate 16 on the top wall of the left side of the channel steel panel 12-2 to form a free sliding contact surface between the right side of the cover plate 16 and the channel steel panel;
(f) the front side and the rear side of the bridge deck are respectively fixed with a guard rail 14, and the guard rail is formed and processed into standard sections in a factory by adopting channel steel and steel pipes;
(4) the method comprises the following steps that a crane tries to drive three steel pipe piles 8-3 in the same row along the transverse direction of a bridge in the range of a riprap foundation bed (at a position 15 meters away from a bridge head) on the right side of a prefabricated reinforced concrete caisson 3, if one steel pipe pile 8-3 is driven into the seabed, the depth of the driven steel pipe pile is 13 meters, the other two steel pipe piles cannot be driven into the riprap foundation bed due to the blockage of the riprap foundation bed, the other two steel pipe piles are abandoned, three groups of end steel pipe piles 8-1 which are arranged in the same row along the transverse direction of the bridge outside the range of the riprap foundation bed (at a position 21 meters away from the bridge head) are continuously driven into the riprap foundation bed, the three groups of end steel pipe piles 8-1 which are arranged at intervals are used as a brake pier foundation, each group of end steel pipe piles 8-1 comprises two end;
(5) longitudinal tie beams 9-1 and cross braces 11 are respectively connected between the left end steel pipe pile 8-1 and the right end steel pipe pile 8-1 in the same group and between the two adjacent groups of end steel pipe piles 8-1 to enable the 6 end steel pipe piles 8-1 to form connected piles, capping beams 10 are fixed at the tops of the left end steel pipe pile 8-1 and the right end steel pipe pile 8-1 in the same group, and a top permanent capping beam support 5-2 is fixed on each capping beam 10.
The longitudinal tie beam 9-1 and the cross brace 11 are both made of 20a # channel steel, and the bent cap 10 and the top permanent bent cap support 5-2 are both made of double-spliced 40b # I-steel through welding.
(6) And (3) supporting and fixing the right sides of the second Bailey-spanning beams 6-2 on the top permanent capping beam support 5-2, connecting the left sides of the second Bailey-spanning beams 6-2 arranged at intervals in the front-back direction with the right sides of the first Bailey-spanning beams 6-1 in a one-to-one correspondence mode through pin shafts, and then installing the second Bailey-spanning beams 6-2 with the length of 15 meters and the bridge deck structure 7-2 by sequentially adopting the steps (c), (d) and (f) in the step (3), wherein the second Bailey-spanning beams 6-2 are positioned above the steel pipe piles 8-3.
(7) Erecting an intermediate support system to ensure that the bridge span meets the use requirement, and the method comprises the following steps:
(a) manufacturing a group of united row bottom supporting piles 8-2 in a processing field according to the distance between the other two steel pipe piles in the same row position with the driven steel pipe pile 8-3 and the sea bed elevation, welding a pile bottom bracket 12 at the bottom of the united row bottom supporting pile 8-2 along the horizontal direction by adopting 20a # channel steel, and reserving concrete channel openings 17 at the lower openings of the two piles of the united row bottom supporting pile 8-2;
(b) mounting the manufactured row-connected bottom-supported piles 8-2 and pile bottom brackets 12 at the same row transverse positions of the steel pipe piles 8-3, supporting the pile bottom brackets on a riprap foundation bed, and then welding transverse tie beams 9-2 and inclined struts 11-1 between the row-connected bottom-supported piles 8-2 and the pile bodies of the steel pipe piles 8-3 to enable the row-connected bottom-supported piles 8-2 and the single steel pipe piles 8-3 to form stable conjoined piles;
(c) welding and fixing a capping beam support 5-3 on the pile tops of the tandem bottom-supporting piles 8-2 and the steel pipe piles 8-3, adjusting the height error of the capping beam support 5-3 to be within +/-10 mm, and fixing the capping beam support 5-3 and the second Bailey spanning beam 6-2 by adopting a U-shaped clamp 15 to prevent slippage;
(d) c30 concrete is poured into the upper openings of the two row-connected bottom-supporting piles 8-2 by adopting guide pipes respectively, the concrete falls to the pile bottom bracket through the concrete passage openings 17, and the riprap seabed foundation at the bottom of the pile bottom bracket is hardened and reinforced until the concrete is poured to fully cover the pile bottom bracket, so that a raft foundation structure is formed;
(e) after the concrete strength at the pile bottom bracket reaches 100%, arranging a sizing block between the capping beam support 5-3 and the second Bailey spanning beam 6-2, and adjusting the height of the second Bailey spanning beam by using a jack until the bottom pile 8-2 and the steel pipe pile 8-3 are in a stressed state;
(8) the method comprises the following steps of: the temporary capping beam support 5-4 on the right side at the edge of the precast reinforced concrete caisson is removed, the first span is changed from the capping beam support 5-1 on the left side to the capping beam support 5-3, and the first span is changed to 15 meters, so that the structural stress requirement is met, and the situation that the caisson is eccentrically pressed to generate lateral sliding is avoided;
(9) before loading the bridge deck, respectively arranging elevation points at two ends and a midspan position of a first span bridge deck between a left side bent cap support 5-1 and a bent cap support 5-3 along the longitudinal direction of the bridge, respectively arranging an elevation point at each of two sides of the bridge width along the transverse direction of the bridge at each position, welding the elevation points at each observation point by using finished settlement observation marks, marking and numbering by using red paint, respectively measuring each arranged elevation point and recording elevation data;
(10) prepressing the bridge deck, comprising the following steps: the sand bags and the concrete balancing weights are distributed on the bridge floor according to a design load distribution form, the loading load is not less than 120% of the design load, tracking measurement is carried out on each arranged elevation point in the loading process, corresponding elevation data are recorded until the loading is finished, the difference value (namely the settlement difference) before and after each elevation point is loaded does not exceed the theoretical calculated value, no structural damage exists, and the bridge structure is qualified.
According to the method, when the steel trestle for offshore construction meets the condition that other influences such as local riprap and the like are caused to sink into the foundation, the method is utilized to combine with the actual working conditions on site, the reason is analyzed, the construction is simple and effective through the self-made temporary support structure according to the construction sequence of the method, and the construction materials are all used for the main structure of the bridge and are simple to manufacture; and the problem that a pile cannot be driven by throwing stones locally is solved by analyzing various working condition loads in the construction process and the use process and utilizing the ingenious stress system conversion relation, so that unnecessary large-amount measure investment is greatly reduced, and the working efficiency is effectively increased. The method avoids the increase of offshore operation measures, has reasonable structural stress in the construction process, fully utilizes the maximum efficacy output of the existing machinery, and safely and efficiently realizes the purpose of smoothly crossing when the rock-throwing foundation influences the sinking of the tubular pile.
Claims (5)
1. A method for treating a steel pipe pile foundation of a riprap seabed foundation is characterized by comprising the following steps:
(1) a plurality of sand piles (1) are driven into a seabed at the designed position of the sand pile by using a pontoon type pile driver, a riprap foundation (2) is processed and leveled on the top surface of all the sand piles, a prefabricated reinforced concrete caisson (3) is installed on the riprap foundation, the plane position coordinate error of the bottom surface of the prefabricated reinforced concrete caisson is adjusted to be within 100mm, and the top elevation error of the prefabricated reinforced concrete caisson is adjusted to be within 100 mm;
(2) on prefabricated reinforced concrete caisson and in connecting first stride beiLei roof beam (6-1) left side and carry out abutment (4) construction, abutment construction include: installing a steel structure retaining wall (4-4) on the left side of the left beam end of the first-span Bailey beam, adopting a channel steel tie rod (4-3) to tie and fix a wall keel of the steel structure retaining wall and embedded steel bars of the prefabricated reinforced concrete caisson, then backfilling sandy soil on the prefabricated reinforced concrete caisson on the left side of the steel structure retaining wall to be connected with a land construction sidewalk, and tamping the backfilled soil;
(3) installing a first-span Bailey beam (6-1) and a bridge deck structure (7-1), and comprising the following steps:
(a) a left side capping beam support (5-1) and a right side temporary capping beam support (5-4) are respectively fixedly arranged on the top wall of the prefabricated reinforced concrete caisson on the right side of the steel structure retaining wall at left and right intervals, the left side capping beam support is arranged close to the steel structure retaining wall, the right side temporary capping beam support is arranged close to the right edge of the prefabricated reinforced concrete caisson, and the left side capping beam support and the right side temporary capping beam support are respectively welded and fixed with reserved steel bars of the prefabricated reinforced concrete caisson;
(b) the bottom surfaces of the left ends of a plurality of first-span Bailey beams which are arranged at intervals back and forth are fixed on the top surfaces of the left side cover beam support and the right side temporary cover beam support;
(c) a plurality of I-shaped steel distribution beams (12-1) are fixed on the plurality of first-span Bailey beams at left and right intervals;
(d) a plurality of channel steel panels (12-2) are fixed on the plurality of I-shaped steel distribution beams at intervals from front to back to form a bridge deck;
(e) welding the left side of the covering plate (16) on the top wall of the steel structure retaining wall, and supporting the right side of the covering plate on the top wall of the left side of the channel steel panel to form a free sliding contact surface between the right side of the covering plate and the channel steel panel;
(f) the front side and the rear side of the bridge deck are respectively fixed with a guard rail;
(4) the method comprises the following steps that a crane tries to drive three steel pipe piles (8-3) in the same row along the transverse direction of a bridge in the riprap foundation bed range on the right side of a prefabricated reinforced concrete caisson, if one steel pipe pile is driven into a seabed, the other two steel pipe piles cannot be driven into the riprap foundation bed due to the obstruction of the riprap foundation bed, the other two steel pipe piles are abandoned, three groups of end steel pipe piles (8-1) which are arranged at intervals in the front and at the back are continuously driven in the same row along the transverse direction of the bridge in the riprap foundation bed range to serve as a brake pier foundation, and each group of end steel pipe piles comprises two end steel pipe piles which are arranged at intervals;
(5) longitudinal tie beams and cross braces are respectively connected between the left end steel pipe pile and the right end steel pipe pile in the same group and between the two adjacent groups of end steel pipe piles to enable the six end steel pipe piles to form conjoined piles, capping beams (10) are fixed at the tops of the left end steel pipe pile and the right end steel pipe pile in the same group, and a top permanent capping beam support (5-2) is fixed on each capping beam;
(6) supporting and fixing the right sides of a plurality of second Bailey-spanning beams (6-2) on a top permanent cover beam support, connecting the left sides of the second Bailey-spanning beams arranged at intervals back and forth with the right side of the first Bailey-spanning beam in a one-to-one correspondence manner through pin shafts, and then sequentially adopting the steps (c), (d) and (f) in the step (3) to install the second Bailey-spanning beams and a bridge deck structure, wherein the second Bailey-spanning beams are positioned above the steel pipe piles (8-3);
(7) erecting an intermediate support system to ensure that the bridge span meets the use requirement, and the method comprises the following steps:
(a) manufacturing a group of united row bottom supporting piles (8-2) in a processing field according to the distance between the other two steel pipe piles in the same row position with the driven steel pipe piles and the sea bed elevation, welding a pile bottom bracket (12) at the bottom of the united row bottom supporting piles along the horizontal direction, and reserving concrete passage openings (17) at the lower openings of the two piles of the united row bottom supporting piles;
(b) mounting the manufactured row-connected bottom-supported piles and pile bottom brackets at the same row of transverse positions of the steel pipe piles, and then welding transverse tie beams and inclined struts between the row-connected bottom-supported piles and pile bodies of the steel pipe piles to enable the row-connected bottom-supported piles and a single steel pipe pile to form a stable connected pile;
(c) welding and fixing a capping beam support (5-3) on the pile tops of the row of bottom-supporting piles and the steel pipe piles, adjusting the elevation error of the top of the capping beam support to be within +/-10 mm, and then fixing the capping beam support and the second Bailey spanning beam by adopting a U-shaped clamp to prevent slippage;
(d) respectively pouring concrete into the upper openings of the two row-connected bottom supporting piles by adopting guide pipes, enabling the concrete to fall to the pile bottom bracket through the concrete passage openings, and hardening and reinforcing the seabed foundation ripened at the bottom of the pile bottom bracket until the concrete is poured to fully cover the pile bottom bracket to form a raft foundation structure;
(e) after the concrete strength at the pile bottom bracket reaches 100%, additionally arranging a sizing block between the cover beam support and the second Bailey spanning beam, and adjusting the height of the second Bailey spanning beam by using a jack until the bottom pile and the steel pipe pile are in a stressed state;
(8) the method comprises the following steps of: removing the temporary capping beam support at the right side at the edge of the precast reinforced concrete caisson, and changing the first span from the capping beam support at the left side to the capping beam support;
(9) before loading the bridge deck, respectively laying elevation points at two ends of a first span bridge deck and at a span-middle position on the first span bridge deck between a left side cover beam support and a cover beam support along the longitudinal direction of the bridge, respectively laying an elevation point at two sides of the bridge width along the transverse direction of the bridge at each position and marking, respectively measuring each arranged elevation point and recording elevation data;
(10) prepressing the bridge deck, comprising the following steps: and arranging sand bags and concrete counterweights on the bridge floor according to a design load distribution form, wherein the loading load is not less than 120% of the design load, tracking and measuring each arranged elevation point in the loading process and recording corresponding elevation data until the loading is finished, wherein the difference value before and after the loading of each elevation point does not exceed the theoretical calculation value, and no structural damage exists, so that the bridge structure is qualified.
2. The riprap seabed foundation steel pipe pile foundation treatment method as claimed in claim 1, wherein: the top surface height of the backfilled sandy soil on the prefabricated reinforced concrete caisson is lower than that of the steel structure retaining wall, a concrete butt is poured on the top surface of the backfilled sandy soil, and the top surface of the concrete butt is flush with the land construction sidewalk and the top surface of the steel structure retaining wall.
3. The riprap seabed foundation steel pipe pile foundation treatment method as claimed in claim 1 or 2, wherein: the left side bent cap support and the right side temporary bent cap support are fixed with the Bailey beam through U-shaped clamps, so that lateral sliding is prevented.
4. The riprap seabed foundation steel pipe pile foundation treatment method as claimed in claim 1 or 2, wherein: and the first span Bailey beam and the I-shaped steel distribution beam are fixed by adopting a U-shaped card.
5. The riprap seabed foundation steel pipe pile foundation treatment method as claimed in claim 1 or 2, wherein: the I-steel distribution beam and the channel steel panel are welded and fixed by adopting jumping points, and the length of a welding line is not less than 5 cm.
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| KR101131631B1 (en) * | 2011-03-16 | 2012-03-30 | 주식회사 젬콘 | Assembling bridge construction method using Prestressed concrete girder with plural steel wires disposed at shear surface of tension port |
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