CN116677003A - Construction process of offshore bridge high-pile cap - Google Patents
Construction process of offshore bridge high-pile cap Download PDFInfo
- Publication number
- CN116677003A CN116677003A CN202310869703.7A CN202310869703A CN116677003A CN 116677003 A CN116677003 A CN 116677003A CN 202310869703 A CN202310869703 A CN 202310869703A CN 116677003 A CN116677003 A CN 116677003A
- Authority
- CN
- China
- Prior art keywords
- pile
- bottom plate
- sleeve
- box
- prefabricated
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction process of a high-pile cap of an offshore bridge, which adopts a steel-concrete structure for sleeve construction, wherein the sleeve consists of a sleeve bottom plate and a steel side die which are prefabricated by reinforced concrete; the construction process comprises the following steps: the method comprises a preparation stage, a sleeve installation stage, a sleeve lowering stage, a sleeve bottom plate plugging and pumping stage and a bearing platform concrete pouring stage. The preparation phase comprises the following steps: pile foundation pile casing sinking, pile casting construction, pile foundation pile casing pile head cutting leveling, prefabricating a box bottom plate and a skirtboard, and manufacturing a steel side die; in the mounting stage of the sleeve, firstly mounting a sleeve bottom plate and then mounting a steel side die; the bottom plate of the box sleeve is installed by adopting a suspension bracket, and the suspension bracket comprises a pile cap, a reverse hanging beam and two first finish rolling screw steels; in the stage of the box set down, a jack down system is arranged on a bottom plate of the box set, and the jack down system comprises an I-shaped hanging bracket, a shoulder pole beam, a penetrating jack and a steel strand. The construction process can greatly reduce construction difficulty and improve construction efficiency.
Description
Technical Field
The invention relates to a construction process of a high-pile cap of an offshore bridge.
Background
The cross-sea bridge comprises a plurality of offshore piers and a plurality of onshore piers. When the offshore pier is built, the offshore pile foundation is firstly settled, then the pile foundation is built, then the pier columns are built on the pile foundation, and finally the girder is erected between the pier columns. The offshore abutment at the middle part of the water area is positioned in a deep water area and a navigation area, so that the plane size of the bearing platform is the largest, and the height of the abutment is the highest. In order to consume and absorb the impact force of the ship during impact, the running direction of the ship is changed to protect the bridge body structure and the ship from damage, and the marine abutment at the middle part of the water area is also provided with an anti-collision measure, namely a circle of anti-collision abutment is surrounded at the outer side of the bearing platform. The bearing platform in the middle of the current water area needs to be constructed in water, and inconvenience is brought to construction operation. For this purpose, a construction process of the offshore platform at the middle position of the water area needs to be developed.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction process of a high-pile cap of an offshore bridge, which can greatly reduce construction difficulty and improve construction efficiency.
The purpose of the invention is realized in the following way: a construction process of a high-pile cap of an offshore bridge relates to a cap comprising a main cap and a circle of anti-collision cap arranged on the outer side of the main cap, wherein the distance between the main cap and the anti-collision cap is A, and a circle of apron board extending into the bottom B of the anti-collision cap is arranged on the outer side of the anti-collision cap; the plane of the main bearing platform is rectangular and is supported by twelve pile foundations which are arranged in a mode of three transverse rows and four longitudinal rows; the plane of a circle of anti-collision bearing platform is in a non-regular octagon shape with a longitudinal narrow transverse wide, the anti-collision bearing platform is supported by thirty-six pile foundations, and the pile foundations are cast-in-place piles; the construction process adopts a steel-concrete structure sleeve box for construction, and the sleeve box consists of a sleeve box bottom plate and a steel side die which are prefabricated by reinforced concrete;
the invention relates to a construction process of a high-pile cap of an offshore bridge, which comprises the following steps: the method comprises a preparation stage, a sleeve installation stage, a sleeve lowering stage, a sleeve bottom plate plugging and pumping stage and a bearing platform concrete pouring stage;
the preparation phase comprises the following steps: pile foundation pile casing sinking, pile casting construction, pile foundation pile casing pile head cutting leveling, prefabricating a box bottom plate and a skirtboard, and manufacturing a steel side die;
when the prefabrication step of the box sleeving bottom plate and the skirtboard is carried out, the box sleeving bottom plate is divided into a plurality of rectangular prefabrication plates, and each prefabrication plate covers 1-2 pile foundations; c-shaped wet joints are arranged between the prefabricated plates, and lap joint steel bars are reserved; reserving a primary step pile hole with a large upper part and a small lower part on each prefabricated plate according to the position of a pile foundation; when in prefabrication, a suspender is respectively embedded in four corners of each prefabricated plate; after prefabrication of the prefabricated plate is completed, mounting a bottom support angle steel for supporting a steel side die on the outer side face of each prefabricated plate positioned at the edge of the bottom plate of the box sleeve through a pre-buried bolt;
the steel side die is formed by splicing a plurality of side die plates; the bottom of each side template is supported on the bottom support angle steel, and each side template is supported in a vertical state through an inclined strut with the lower end fixed on the bottom plate of the box sleeve;
in the mounting stage of the sleeve, firstly mounting a sleeve bottom plate and then mounting a steel side die; the bottom plate of the box sleeve is installed by adopting a suspension bracket, and the suspension bracket comprises a pile cap, a reverse hanging beam and two first finish rolling screw steels; the pile cap is arranged at the top of the pile foundation casing; the reverse hanging beam is arranged right above the pile hole of the prefabricated bottom plate; the lower ends of the two first finish rolling deformed steel bars are pre-embedded on the prefabricated plate and are positioned outside each pile hole in a central symmetry manner, and the upper parts of the two first finish rolling deformed steel bars are anchored at the two ends of the reverse hanging beam in a one-to-one correspondence manner through gaskets and sleeves respectively;
the method comprises the following steps when the bottom plate of the box sleeve is installed:
firstly, installing a floatable gap between a pile hole of a box bottom plate and a pile foundation casing on the pile foundation casing to block a bottom die, and then installing a pile cap at the top end of the pile foundation casing;
step two, firstly connecting a crane of a crane ship with a rectangular frame type hanging frame, then connecting the hanging frame with four hanging rods on the prefabricated plate, hanging the prefabricated plate above the corresponding pile foundation pile casing through the crane of the crane ship, sleeving pile holes on the prefabricated plate on the corresponding pile foundation pile casing, then lowering the prefabricated plate until a reverse hanging beam on the prefabricated plate falls on the corresponding pile cap, welding and fixing the reverse hanging beam and the pile cap, finally separating the hanging frame from the hanging rods, and supporting the prefabricated plate by the hanging frame to enable the prefabricated plate to be positioned above the water surface;
step three, referring to the step two, installing the rest prefabricated plates piece by piece until the installation of the whole bottom plate of the box is completed;
welding lap joint steel bars of wet joints among the prefabricated plates, and then pouring concrete of the wet joints to form a complete box bottom plate;
when the steel side mold is installed, firstly, installing two layers of water-stop expansion rubber plates on the top surface of the bottom support angle steel on the outer side surface of the bottom plate of the box, then installing side mold plates on the top surface of the bottom support angle steel piece by piece, splicing adjacent side mold plates by adopting two rows of bolts, and arranging a water-stop rubber strip on the splicing surface between the two rows of bolts and on two sides of the splicing surface respectively; the steel side die is connected with the bottom support angle steel through a plurality of vertical pull rods which are arranged at intervals, a layer of water-stop expansion rubber plate is arranged between the inner side surface of the lower part of the steel side die and the lower part of the lap joint surface of the bottom plate of the box sleeve, and a gap between the inner side surface of the lower part of the steel side die and the upper part of the lap joint surface of the bottom plate of the box sleeve is filled with structural adhesive; then the lower ends of the diagonal braces of the side templates are fastened on the bottom plate of the sleeve box;
the box set lowering stage comprises the following steps:
step one, a jack lowering system is arranged on a bottom plate of a sleeve box, and comprises an I-shaped hanger, a shoulder pole beam, a penetrating jack and a steel strand; the I-shaped hanging frame is fixed on the box bottom plate through four second finish rolling deformed steel bars pre-buried on the box bottom plate and positioned between the two reverse hanging beams; the shoulder pole beam is erected between the middle parts of the top surfaces of the two opposite hanging beams; the center penetrating jack is arranged in the middle of the top surface of the shoulder pole beam; the lower end of the steel strand sequentially passes through the penetrating jack and the shoulder pole beam and then is anchored in the middle of the waist of the I-shaped hanger;
step two, installing two reverse supporting rods on the outer side of the pile foundation pile casing, wherein the bottoms of the reverse supporting rods are fixed on a bottom plate of the box through bolts, and the upper ends of the reverse supporting rods are free;
thirdly, firstly loosening a sleeve anchored by the first finish rolling screw thread steel and the reverse hanging beam on each hanging frame, and then hanging the whole box downwards into water in a stepping manner through a plurality of penetrating jacks in a jack lowering system until the top standard height of a box bottom plate reaches the design bottom standard height of a bearing platform;
the water pumping stage for plugging the bottom plate of the box comprises the following steps:
firstly, after a sleeve box is lowered in place, the top mark height of a reverse supporting rod is lower than the top mark height of a pile foundation pile casing, firstly, the top of the reverse supporting rod is welded and fixed on the outer surface of the pile foundation pile casing, then, a sleeve anchored by a first finish rolling screw thread steel and a reverse hanging beam on each hanging frame is fastened again, so that the gravity of the sleeve box is born again by the hanging frame, the buoyancy of the sleeve box is resisted by the reverse supporting rod, and then, a jack lowering system is dismantled;
step two, in low tide, lifting a gap blocking bottom die pre-sleeved on the pile foundation pile casing upwards to be closely attached to the bottom plate of the sleeve box, pouring mixed mortar containing epoxy resin between the gap blocking bottom die and the bottom plate of the sleeve box, and solidifying for 1 hour to complete gap blocking between the pile foundation pile casing and corresponding pile holes on the bottom plate of the sleeve box;
step three, pumping water in the sleeve box to form dry operation construction conditions;
the concrete pouring stage of the bearing platform comprises the following steps:
firstly, uniformly welding a plurality of shear keys on the peripheral surface of each pile foundation casing along the circumference, wherein the inner ends of the shear keys are welded and fixed on the outer surface of the pile foundation casing, and the lower ends of the shear keys are bolted and fixed on the step surface of a pile hole of a box bottom plate;
removing the reverse supporting rod and the suspension bracket, so that the whole sleeve box is supported by the shear key; cutting a pile foundation pile casing to the designed top elevation, and then drilling 6-8 jacks with the depth of 40-50 cm along the radial direction of the pile head by using a rock splitting rod at the position 300mm above the designed pile top elevation; inserting the hydraulic flange separator into the jack to separate out the concrete pile head, and then hanging away the separated concrete pile head integrally, and manually chiseling out the concrete with the height of 300mm at the upper part of the pile top by using an air pick;
step three, firstly arranging a wood internal mold between a main bearing platform and an anti-collision bearing platform, separating the main bearing platform from the anti-collision bearing platform, then binding reinforcing steel bars in the sleeve box in a layer-by-layer manner, and then pouring concrete in three layers; when the first layer of concrete and the second layer of concrete are poured, diagonal bracing of the side templates is poured in the concrete; after the second layer of concrete is poured, a counter-pulling screw is firstly installed on a side template above the second layer of concrete, then diagonal braces with the height being more than the top surface of the second layer of concrete are cut off, and then a third layer of concrete is poured; controlling the verticality of the side template by a counter-pulling screw when pouring the third layer of concrete;
and fourthly, dismantling the steel side die, and then cutting the sleeve bottom plate by adopting a rope sawing method to ensure that the sleeve bottom plate is separated from the main bearing platform and the anti-collision bearing platform.
The construction process of the offshore bridge high pile cap comprises the following steps of:
1) Setting up a profile steel platform as a prefabricated bottom die of the prefabricated plate;
2) The position of a lofting pile hole on the prefabricated bottom die is set according to the central coordinate of the pile foundation, and elevation is adjusted well;
3) Binding reinforcing steel bars in the prefabricated plate on the prefabricated bottom die, and installing various embedded parts, wherein the embedded parts comprise four suspenders which are arranged at four corners of the prefabricated plate in a one-to-one correspondence manner;
4) When prefabricating prefabricated plates positioned at the edge of the bottom plate of the sleeve box, installing a skirtboard side die on a prefabricated bottom die, and fastening split bolts of the skirtboard side die and the prefabricated bottom die;
5) And pouring concrete, and removing the skirtboard side die and the prefabricated bottom die after 24 hours.
According to the construction process of the offshore bridge high pile cap, the gap plugging bottom die consists of the annular wood die plate, the annular foam bottom plate and the rubber gasket which are overlapped from bottom to top.
According to the construction process of the offshore bridge high pile cap, in the second step of the sleeve installation stage, the elevation and the horizontal position of the prefabricated plate are observed, the positions of the gasket and the sleeve on the first finish rolling screw steel are adjusted according to the observation result, the elevation deviation of the prefabricated plate is adjusted to be less than or equal to 5mm, and the plane position deviation of the prefabricated bottom plate is adjusted to be less than or equal to 10mm by using the jack radially arranged on the step surface of the pile hole.
The construction process of the offshore bridge high pile cap has the following characteristics:
1. the steel-concrete structure is adopted, namely, the bottom plate of the box is formed by splicing a plurality of concrete precast slabs, and the side dies of the box are steel side dies, so that the whole box is more convenient to transport, the transportation space is saved, and the transportation cost is saved;
2. when the box is installed on the sea, a construction platform is not required to be erected, a hanging frame system is firstly utilized to splice a box bottom plate at a position higher than the water surface by means of the support of a pile foundation pile casing, then the spliced box bottom plate is utilized as a construction platform to install a box side mould, then a jack lowering system is utilized to lower the whole box to the designed elevation in water, then water in the box is pumped out at a low water level, the sealing of the box bottom plate and the pile foundation pile casing is completed, finally, steel bars and pouring concrete are sequentially bound in the box, the construction of a bearing platform in water is completed, the whole construction process is carried out in a non-water environment, the construction difficulty is greatly reduced, and the construction efficiency is improved;
3. after the sleeve box is put in place, the shear key is connected between the pile hole of the sleeve box bottom plate and the pile foundation pile casing, so that the horizontal movement of the sleeve box can be avoided, meanwhile, the weight of the whole sleeve box can be dispersed to the shear key and transferred to the pile foundation pile casing to be supported, the bearing capacity of the sleeve box bottom plate and the bearing platform can be improved, and the sleeve box bottom plate and the bearing platform are prevented from cracking when bearing the weight of a bridge.
Drawings
FIG. 1a is a plan view of a high pile cap involved in the construction process of the present invention;
FIG. 1b is an A1-A1 view from FIG. 1 a;
FIG. 1c is an A2-A2 view of FIG. 1 a;
FIG. 2a is a top view of a sleeve involved in the construction process of the present invention;
FIG. 2b is a block schematic diagram of a boot floor involved in the construction process of the present invention;
FIG. 2c is an A-A view of FIG. 2a
FIG. 2d is an enlarged view of the portion P of FIG. 2 c;
FIG. 3 is a top view of a hanger employed in the installation stage of the box in the construction process of the present invention;
FIG. 4 is an elevational view of a jack lowering system employed in the set-up stage of the construction process of the present invention;
FIG. 5 is a plan view of a jack lowering system employed in the set-up stage of the construction process of the present invention;
FIG. 6 is an elevational view of a pull and prop system employed in the stage of plugging and pumping the bottom plate of the pouring jacket in accordance with the construction process of the present invention;
FIG. 7 is a schematic structural view of a shear key and pile foundation casing connection adopted in the stage of bearing platform concrete pouring in the construction process of the invention;
fig. 8 is a schematic view of the construction process of the present invention at the stage of concrete placement of the platform.
Detailed Description
The invention will be further described with reference to the accompanying drawings.
Referring to fig. 1 to 8, in the construction process of the offshore bridge high pile cap of the present invention, the related cap includes a main cap 101 and a circle of anti-collision cap 102 arranged at the outer side of the main cap 101, the distance a=0.8m between the main cap 101 and the anti-collision cap 102, and a circle of apron board 103 extending into the bottom b=2m of the anti-collision cap 102 is arranged at the outer side of the anti-collision cap 102; the plane of the main bearing platform 101 is rectangular and is supported by twelve pile foundations 4 which are arranged in a mode of three transverse rows and four longitudinal rows; the plane of a circle of anti-collision bearing platform 102 is in a non-regular octagon shape with a longitudinal narrow transverse wide, the anti-collision bearing platform 102 is supported by thirty-six pile foundations 4, and the pile foundations 4 are cast-in-place piles (see fig. 1a, 1b and 1 c).
The construction process adopts the steel-concrete structure sleeve box construction, and the sleeve box consists of a sleeve box bottom plate and a steel side die which are prefabricated by reinforced concrete.
The construction process of the invention comprises the following steps: the method comprises a preparation stage, a sleeve installation stage, a sleeve lowering stage, a sleeve bottom plate plugging and pumping stage and a bearing platform concrete pouring stage;
the preparation phase comprises the following steps: pile foundation pile casing sinking, pile casting construction, pile foundation pile casing pile head cutting leveling, prefabricating a sleeve bottom plate 1 and a skirt plate, and manufacturing a steel side die 2;
the bottom plate 1 of the box is divided into a plurality of rectangular prefabricated plates 10, and each prefabricated plate 10 covers 1-2 pile foundations 4 (see fig. 2a and 2 b); a C-shaped wet joint 1A is arranged between the prefabricated plates 10, and lap joint steel bars are reserved; a primary step pile hole 1B with a large upper part and a small lower part is reserved on each prefabricated plate 10 according to the position of the pile foundation 4, and the radius of the lower part of the pile hole 1B is 75mm larger than that of the pile foundation pile casing 4A; a suspender is respectively embedded at four corners of each prefabricated plate 10;
the steps of prefabricating the bottom plate and the skirt plate of the box comprise the following steps:
1) Setting up a profile steel platform as a prefabricated bottom die of the prefabricated plate;
2) The position of a lofting pile hole on the prefabricated bottom die is set according to the central coordinate of the pile foundation, and elevation is adjusted well;
3) Binding reinforcing steel bars in the prefabricated plate on the prefabricated bottom die, and installing various embedded parts, wherein the embedded parts comprise four suspenders which are arranged at four corners of the prefabricated plate in a one-to-one correspondence manner;
4) When prefabricating prefabricated plates positioned at the edge of the bottom plate of the sleeve box, installing a skirtboard side die on a prefabricated bottom die, and fastening split bolts of the skirtboard side die and the prefabricated bottom die;
5) Pouring concrete, and removing the skirt plate side mold and the prefabricated bottom mold after 24 hours;
after the prefabrication of the prefabricated plate 10 is completed, mounting a bottom support angle steel 3 for supporting a steel side die on the outer side face of each prefabricated plate 10 positioned at the edge of the bottom plate 1 of the box through a pre-buried bolt 30, wherein the distance from the top face of the bottom support angle steel 3 to the top face of the prefabricated plate 10 is 20cm;
the steel side mold 2 is of a wall covering bottom structure, namely the bottom of the steel side mold 2 is lapped with the outer side surface of the bottom plate 1 of the box cover by 20cm; the steel side mold 2 is formed by splicing a plurality of side mold plates, wherein the height of each side mold plate is 5.2m, and the length of each side mold plate is 3m; the bottom of each side template is supported on the bottom support angle steel 3, and each side template is supported in a vertical state through an inclined strut 20 with the lower end fixed on the bottom plate 1 of the box sleeve; the bracing 20 has a supporting height of 4m (see fig. 2c and 2 d);
in the stage of the installation of the sleeve, firstly installing a sleeve bottom plate 1 and then installing a steel side die 2; the box bottom plate 1 is installed by adopting a suspension frame, and the suspension frame comprises a pile cap 40, a reverse hanging beam 41 and two first finish rolling screw steels 42; pile cap 40 is mounted on top of pile casing 4A; the reverse hanging beam 41 is arranged right above each pile hole 1B of the prefabricated bottom plate 10; the lower ends of the two first finish rolling deformed steel bars 42 are pre-buried on the prefabricated plate 10 and are positioned outside each pile hole 1B in a central symmetry manner, and the upper parts of the two first finish rolling deformed steel bars 42 are respectively anchored at the two ends of the counter hanging beam 41 in a one-to-one correspondence manner through gaskets and sleeves (see figure 3);
the method comprises the following steps when the bottom plate of the box cover is installed:
firstly, installing a floatable gap plugging bottom die between a pile hole 1B of a box bottom plate 1 and a pile foundation casing 4A on the pile foundation casing 4A, wherein the gap plugging bottom die consists of an annular wood template 61, an annular foam bottom plate 62 and a rubber gasket 63 which are overlapped from bottom to top, and installing a pile cap 40 at the top end of the pile foundation casing 4A;
step two, firstly connecting a crane of a crane ship with a rectangular frame type hanging frame, then connecting the hanging frame with four hanging rods on the precast slab 10, hanging the precast slab 10 above the corresponding pile foundation pile casing 4A through the crane of the crane ship, sleeving a pile hole 1B on the precast slab 10 on the corresponding pile foundation pile casing 4A, observing the elevation and the horizontal position of the precast slab 10, adjusting the positions of a gasket and a sleeve on the first finish rolling screw steel 42 according to the observed result, adjusting the elevation deviation of the precast slab 10 to be less than or equal to 5mm, adjusting the plane position deviation of the precast slab 10 to be less than or equal to 10mm by utilizing a jack radially arranged on the step surface of the pile hole 1B, then lowering the precast slab 10 until a reverse hanging beam 41 on the precast slab 10 falls on the corresponding pile cap 40, welding and fixing the reverse hanging beam 41 and the pile cap 40, and finally separating the hanging frame from the hanging frame and the hanging frame to support the precast slab 10 by the hanging frame, so that the precast slab 10 is positioned above the water surface; the gravity of the precast slab 10 is transmitted to the pile casing 4A through the first finish rolling screw steel 42, the counter-hanging beam 41 and the pile cap 40;
step three, referring to the step two, installing the rest prefabricated plates piece by piece until the installation of the whole box bottom plate is completed, and forming a suspension system by suspension frames on each prefabricated bottom plate at the moment;
welding lap joint steel bars of the wet joints 1A among the prefabricated plates 10, and then pouring concrete of the wet joints 1A to form a complete box bottom plate 1;
when the steel side mold is installed, firstly, installing two layers of water-stop expansion rubber plates 31 on the top surface of the bottom support angle steel 3 on the outer side surface of the box bottom plate 1, then installing side mold plates on the top surface of the bottom support angle steel 3 piece by piece, splicing adjacent side mold plates by adopting two rows of bolts, and arranging a water-stop rubber strip on the splicing surface between and on two sides of the two rows of bolts respectively; the steel side die 2 is connected with the bottom support angle steel 3 through a plurality of vertical pull rods 2A which are arranged at intervals of 1.5m so as to restrict the horizontal movement of the bottom plate 1 of the box sleeve; a layer of water-stop expansion rubber plate 31 is arranged between the inner side surface of the lower part of the steel side die 2 and the lower part of the lap joint surface of the box bottom plate 1, a gap between the inner side surface of the lower part of the steel side die 2 and the upper part of the lap joint surface of the box bottom plate 1 is filled with structural adhesive 32, and then the lower end of the diagonal bracing 20 of the side die plate is fastened on the box bottom plate 1 (see fig. 2c and 2 d);
the box-set lowering stage comprises the following steps:
step one, a jack lowering system is arranged on a sleeve bottom plate 1, and comprises an I-shaped hanger 50, a shoulder pole beam 52, a penetrating jack 53 and a steel strand 54; the I-shaped hanging bracket 50 is fixed on the box bottom plate 1 through four second finish rolling deformed steel bars 51 pre-buried on the box bottom plate 1 and positioned between the two opposite hanging beams 41; the shoulder pole beam 52 is erected between the middle parts of the top surfaces of the two opposite hanging beams 41; the center penetrating jack 53 is arranged in the middle of the top surface of the shoulder pole beam 52; the lower ends of the steel strands 54 sequentially pass through the punching holes of the punching jack 53 and the shoulder pole beam 52 and then are anchored in the middle part of the waist of the I-shaped hanger 50 (see fig. 4 and 5);
firstly, symmetrically installing two 4m long reverse supporting rods 6 on the outer side of a pile foundation pile casing 4A, wherein the bottoms of the reverse supporting rods 6 are fixed on a box bottom plate 1 through bolts, and the upper ends of the reverse supporting rods 6 are free;
step three, firstly loosening a sleeve anchored by the first finish rolling screw thread steel 42 and the reverse hanging beam 41 on each hanging frame, then lifting the sleeve up by 20cm step by step through a plurality of penetrating jacks 53 in a jack lowering system, so that the sleeve is supported by the hanging frame system and is converted into the jack lowering system to be supported, and then hanging the sleeve down into water, so that the gravity of the sleeve is transferred to the pile foundation pile casing 4A through the sleeve bottom plate 1, the second finish rolling screw thread steel 51, the I-shaped hanging frame 50, the steel stranded wires 54, the penetrating jacks 53, the shoulder pole beam 52, the reverse hanging beam 41 and the pile caps 40 until the top standard height of the sleeve bottom plate 1 reaches the design bottom elevation of the bearing platform; the gap blocking bottom die on each pile foundation pile casing 4A is pressed into water along with the lowering of the sleeve box;
the water pumping stage for plugging the bottom plate of the box comprises the following steps:
firstly, after a box is lowered in place, the top mark height of a back-up rod 6 is lower than the top mark height of a pile foundation pile casing 4A, firstly, the top of the back-up rod 6 is welded and fixed on the outer surface of the pile foundation pile casing 4A, then, a sleeve anchored by a first finish rolling screw thread steel 42 and a back-hanging beam 41 on each hanging frame is fastened again, so that the gravity of the box is born again by the hanging frame, the buoyancy of the box is resisted by the back-up rod 6, a pulling and supporting system is formed (see figure 6), and then, the jack lowering system is removed;
step two, in low tide, lifting up a gap blocking bottom die which is sleeved on each pile foundation pile casing 4A in advance until the top surface of the annular foam bottom plate is tightly attached to the bottom surface of the box bottom plate 1, enabling a rubber gasket 63 to enter a gap between a pile hole 1B and the pile foundation pile casing 4A, pouring mixed mortar 60 containing epoxy resin between the gap blocking bottom die and the box bottom plate 1, and solidifying for 1 hour to complete gap blocking between each pile foundation pile casing 4A and a corresponding pile hole 1B on the box bottom plate 1;
step three, pumping water in the sleeve box to form dry operation construction conditions;
the concrete pouring stage of the bearing platform comprises the following steps:
firstly, 7-8 shear keys 7 are uniformly welded on the peripheral surface of each pile foundation pile casing 4A along the circumference, the inner side end of each shear key 7 is welded and fixed on the outer surface of the pile foundation pile casing 4A, and the lower end of each shear key 7 is bolted and fixed on the step surface of a pile hole 1B of a box bottom plate 1 (see FIG. 7);
firstly removing the reverse stay bar 6 and the suspension frame, converting the weight of the whole sleeve box into a weight supported by the shear key 7, then removing the pile cap 40, cutting the pile foundation pile casing 4A to the designed top elevation, and punching 6-8 holes with the rock splitting rod along the radial direction of the pile head at the position 300mm above the designed pile top elevation, wherein the hole depth is 40-50 cm; inserting a hydraulic flange separator into the punched hole, separating out the concrete pile head, then hanging away the separated concrete pile head integrally, and manually chiseling out the concrete with the height of 300mm at the upper part of the pile top by using an air pick;
step three, arranging a wood internal mold between a main bearing platform and an anti-collision bearing platform, cutting a bottom plate of the sleeve box by adopting a rope sawing method, ensuring separation of the main bearing platform and the anti-collision bearing platform, binding reinforcing steel bars in the sleeve box, and pouring concrete in three layers; the pouring height of the first layer of concrete is 1m; the casting height of the second layer of concrete is 2m; the pouring height of the third layer of concrete is 3m; when the first layer of concrete and the second layer of concrete are poured, the diagonal braces 20 of the side templates 2 are poured in the concrete; after the second layer of concrete is poured, firstly installing a counter screw 2B on the side template 2 above the second layer of concrete, namely at the position with the height of 4.7m, then cutting off the diagonal bracing 20 with the height being above the top surface of the second layer of concrete, and then pouring the third layer of concrete (see figure 8);
and step four, dismantling the steel side mold.
The above embodiments are provided for illustrating the present invention and not for limiting the present invention, and various changes and modifications may be made by one skilled in the relevant art without departing from the spirit and scope of the present invention, and thus all equivalent technical solutions should be defined by the claims.
Claims (4)
1. The construction process of the offshore bridge high-pile cap comprises a main cap and a circle of anti-collision cap arranged on the outer side of the main cap, wherein the distance between the main cap and the anti-collision cap is A, and a circle of apron board extending into the bottom B of the anti-collision cap is arranged on the outer side of the anti-collision cap; the plane of the main bearing platform is rectangular and is supported by twelve pile foundations which are arranged in a mode of three transverse rows and four longitudinal rows; the plane of a circle of anti-collision bearing platform is in a non-regular octagon shape with a longitudinal narrow transverse wide, the anti-collision bearing platform is supported by thirty-six pile foundations, and the pile foundations are cast-in-place piles; the construction process adopts a steel-concrete structure sleeve box for construction, and the sleeve box consists of a sleeve box bottom plate and a steel side die which are prefabricated by reinforced concrete; the construction process comprises the following steps: the method comprises a preparation stage, a sleeve installation stage, a sleeve lowering stage, a sleeve bottom plate plugging and pumping stage and a bearing platform concrete pouring stage; it is characterized in that the method comprises the steps of,
the preparation phase comprises the following steps: pile foundation pile casing sinking, pile casting construction, pile foundation pile casing pile head cutting leveling, prefabricating a box bottom plate and a skirtboard, and manufacturing a steel side die;
when the prefabrication step of the box sleeving bottom plate and the skirtboard is carried out, the box sleeving bottom plate is divided into a plurality of rectangular prefabrication plates, and each prefabrication plate covers 1-2 pile foundations; c-shaped wet joints are arranged between the prefabricated plates, and lap joint steel bars are reserved; reserving a primary step pile hole with a large upper part and a small lower part on each prefabricated plate according to the position of a pile foundation; when in prefabrication, a suspender is respectively embedded in four corners of each prefabricated plate; after prefabrication of the prefabricated plate is completed, mounting a bottom support angle steel for supporting a steel side die on the outer side face of each prefabricated plate positioned at the edge of the bottom plate of the box sleeve through a pre-buried bolt;
the steel side die is formed by splicing a plurality of side die plates; the bottom of each side template is supported on the bottom support angle steel, and each side template is supported in a vertical state through an inclined strut with the lower end fixed on the bottom plate of the box sleeve;
in the mounting stage of the sleeve, firstly mounting a sleeve bottom plate and then mounting a steel side die; the bottom plate of the box sleeve is installed by adopting a suspension bracket, and the suspension bracket comprises a pile cap, a reverse hanging beam and two first finish rolling screw steels; the pile cap is arranged at the top of the pile foundation casing; the reverse hanging beam is arranged right above the pile hole of the prefabricated bottom plate; the lower ends of the two first finish rolling deformed steel bars are pre-embedded on the prefabricated plate and are positioned outside each pile hole in a central symmetry manner, and the upper parts of the two first finish rolling deformed steel bars are anchored at the two ends of the reverse hanging beam in a one-to-one correspondence manner through gaskets and sleeves respectively;
the method comprises the following steps when the bottom plate of the box sleeve is installed:
firstly, installing a floatable gap between a pile hole of a box bottom plate and a pile foundation casing on the pile foundation casing to block a bottom die, and then installing a pile cap at the top end of the pile foundation casing;
step two, firstly connecting a crane of a crane ship with a rectangular frame type hanging frame, then connecting the hanging frame with four hanging rods on the prefabricated plate, hanging the prefabricated plate above the corresponding pile foundation pile casing through the crane of the crane ship, sleeving pile holes on the prefabricated plate on the corresponding pile foundation pile casing, then lowering the prefabricated plate until a reverse hanging beam on the prefabricated plate falls on the corresponding pile cap, welding and fixing the reverse hanging beam and the pile cap, finally separating the hanging frame from the hanging rods, and supporting the prefabricated plate by the hanging frame to enable the prefabricated plate to be positioned above the water surface;
step three, referring to the step two, installing the rest prefabricated plates piece by piece until the installation of the whole bottom plate of the box is completed;
welding lap joint steel bars of wet joints among the prefabricated plates, and then pouring concrete of the wet joints to form a complete box bottom plate;
when the steel side mold is installed, firstly, installing two layers of water-stop expansion rubber plates on the top surface of the bottom support angle steel on the outer side surface of the bottom plate of the box, then installing side mold plates on the top surface of the bottom support angle steel piece by piece, splicing adjacent side mold plates by adopting two rows of bolts, and arranging a water-stop rubber strip on the splicing surface between the two rows of bolts and on two sides of the splicing surface respectively; the steel side die is connected with the bottom support angle steel through a plurality of vertical pull rods which are arranged at intervals, a layer of water-stop expansion rubber plate is arranged between the inner side surface of the lower part of the steel side die and the lower part of the lap joint surface of the bottom plate of the box sleeve, and a gap between the inner side surface of the lower part of the steel side die and the upper part of the lap joint surface of the bottom plate of the box sleeve is filled with structural adhesive; then the lower ends of the diagonal braces of the side templates are fastened on the bottom plate of the sleeve box;
the box set lowering stage comprises the following steps:
step one, a jack lowering system is arranged on a bottom plate of a sleeve box, and comprises an I-shaped hanger, a shoulder pole beam, a penetrating jack and a steel strand; the I-shaped hanging frame is fixed on the box bottom plate through four second finish rolling deformed steel bars pre-buried on the box bottom plate and positioned between the two reverse hanging beams; the shoulder pole beam is erected between the middle parts of the top surfaces of the two opposite hanging beams; the center penetrating jack is arranged in the middle of the top surface of the shoulder pole beam; the lower end of the steel strand sequentially passes through the penetrating jack and the shoulder pole beam and then is anchored in the middle of the waist of the I-shaped hanger;
step two, installing two reverse supporting rods on the outer side of the pile foundation pile casing, wherein the bottoms of the reverse supporting rods are fixed on a bottom plate of the box through bolts, and the upper ends of the reverse supporting rods are free;
thirdly, firstly loosening a sleeve anchored by the first finish rolling screw thread steel and the reverse hanging beam on each hanging frame, and then hanging the whole box downwards into water in a stepping manner through a plurality of penetrating jacks in a jack lowering system until the top standard height of a box bottom plate reaches the design bottom standard height of a bearing platform;
the water pumping stage for plugging the bottom plate of the box comprises the following steps:
firstly, after a sleeve box is lowered in place, the top mark height of a reverse supporting rod is lower than the top mark height of a pile foundation pile casing, firstly, the top of the reverse supporting rod is welded and fixed on the outer surface of the pile foundation pile casing, then, a sleeve anchored by a first finish rolling screw thread steel and a reverse hanging beam on each hanging frame is fastened again, so that the gravity of the sleeve box is born again by the hanging frame, the buoyancy of the sleeve box is resisted by the reverse supporting rod, and then, a jack lowering system is dismantled;
step two, in low tide, lifting a gap blocking bottom die pre-sleeved on the pile foundation pile casing upwards to be closely attached to the bottom plate of the sleeve box, pouring mixed mortar containing epoxy resin between the gap blocking bottom die and the bottom plate of the sleeve box, and solidifying for 1 hour to complete gap blocking between the pile foundation pile casing and corresponding pile holes on the bottom plate of the sleeve box;
step three, pumping water in the sleeve box to form dry operation construction conditions;
the concrete pouring stage of the bearing platform comprises the following steps:
firstly, uniformly welding a plurality of shear keys on the peripheral surface of each pile foundation casing along the circumference, wherein the inner ends of the shear keys are welded and fixed on the outer surface of the pile foundation casing, and the lower ends of the shear keys are bolted and fixed on the step surface of a pile hole of a box bottom plate;
removing the reverse supporting rod and the suspension bracket, so that the whole sleeve box is supported by the shear key; cutting a pile foundation pile casing to the designed top elevation, and then drilling 6-8 jacks with the depth of 40-50 cm along the radial direction of the pile head by using a rock splitting rod at the position 300mm above the designed pile top elevation; inserting the hydraulic flange separator into the jack to separate out the concrete pile head, and then hanging away the separated concrete pile head integrally, and manually chiseling out the concrete with the height of 300mm at the upper part of the pile top by using an air pick;
step three, firstly arranging a wood internal mold between a main bearing platform and an anti-collision bearing platform, separating the main bearing platform from the anti-collision bearing platform, then binding reinforcing steel bars in the sleeve box in a layer-by-layer manner, and then pouring concrete in three layers; when the first layer of concrete and the second layer of concrete are poured, diagonal bracing of the side templates is poured in the concrete; after the second layer of concrete is poured, a counter-pulling screw is firstly installed on a side template above the second layer of concrete, then diagonal braces with the height being more than the top surface of the second layer of concrete are cut off, and then a third layer of concrete is poured; controlling the verticality of the side template by a counter-pulling screw when pouring the third layer of concrete;
and fourthly, dismantling the steel side die, and then cutting the sleeve bottom plate by adopting a rope sawing method to ensure that the sleeve bottom plate is separated from the main bearing platform and the anti-collision bearing platform.
2. The construction process of the offshore bridge high pile cap according to claim 1, wherein the prefabrication step of the bottom plate and the skirt plate of the sleeve comprises the following steps:
1) Setting up a profile steel platform as a prefabricated bottom die of the prefabricated plate;
2) The position of a lofting pile hole on the prefabricated bottom die is set according to the central coordinate of the pile foundation, and elevation is adjusted well;
3) Binding reinforcing steel bars in the prefabricated plate on the prefabricated bottom die, and installing various embedded parts, wherein the embedded parts comprise four suspenders which are arranged at four corners of the prefabricated plate in a one-to-one correspondence manner;
4) When prefabricating prefabricated plates positioned at the edge of the bottom plate of the sleeve box, installing a skirtboard side die on a prefabricated bottom die, and fastening split bolts of the skirtboard side die and the prefabricated bottom die;
5) And pouring concrete, and removing the skirtboard side die and the prefabricated bottom die after 24 hours.
3. The construction process of the offshore bridge high pile cap according to claim 1, wherein the gap plugging bottom die consists of an annular wood die plate, an annular foam bottom plate and a rubber gasket which are stacked from bottom to top.
4. The construction process of the offshore bridge high pile cap according to claim 1, wherein in the second step of the box installation stage, the elevation and horizontal position of the prefabricated plate are observed, the positions of the gasket and the sleeve on the first finish rolling screw steel are adjusted according to the observation result, the elevation deviation of the prefabricated plate is adjusted to be less than or equal to 5mm, and the plane position deviation of the prefabricated bottom plate is adjusted to be less than or equal to 10mm by using the jack radially arranged on the step surface of the pile hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310869703.7A CN116677003A (en) | 2023-07-14 | 2023-07-14 | Construction process of offshore bridge high-pile cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310869703.7A CN116677003A (en) | 2023-07-14 | 2023-07-14 | Construction process of offshore bridge high-pile cap |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116677003A true CN116677003A (en) | 2023-09-01 |
Family
ID=87783924
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310869703.7A Pending CN116677003A (en) | 2023-07-14 | 2023-07-14 | Construction process of offshore bridge high-pile cap |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116677003A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116905385A (en) * | 2023-09-14 | 2023-10-20 | 山东东泰工程咨询有限公司 | Pier pre-buried construction process based on drilling method |
-
2023
- 2023-07-14 CN CN202310869703.7A patent/CN116677003A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116905385A (en) * | 2023-09-14 | 2023-10-20 | 山东东泰工程咨询有限公司 | Pier pre-buried construction process based on drilling method |
| CN116905385B (en) * | 2023-09-14 | 2023-12-12 | 山东东泰工程咨询有限公司 | Pier pre-buried construction process based on drilling method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103510531A (en) | Split type open caisson pile-added combined anchorage foundation and construction method thereof | |
| CN109295982B (en) | Construction method of steel sleeve box for underwater girder tying | |
| CN109706939B (en) | Deep foundation pit prestress combined steel support and construction method | |
| CN111119059B (en) | Ultrahigh composite support system for high-pier cast-in-place box girder and construction method | |
| CN110205921A (en) | The precast assembly pier stud construction and construction method of bellows connection are inserted by reinforcing bar | |
| CN116677003A (en) | Construction process of offshore bridge high-pile cap | |
| CN101575858A (en) | Construction method of steel cofferdam used for reinforcing underwater pier | |
| CN110593114A (en) | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket | |
| CN113846567B (en) | Method for quickly constructing underwater pile-column type foundation of bridge | |
| CN110939148A (en) | Construction method of double-wall steel suspension box cofferdam serving as drilling platform | |
| CN108643213B (en) | Construction method of underwater bearing platform construction structure | |
| CN113106833A (en) | Special-shaped pedestrian landscape bridge structure and construction method thereof | |
| CN219175013U (en) | Whole support that moves down of double-deck overhead bridge | |
| CN109397522B (en) | Universal precast beam pedestal suitable for soft soil geology and construction method thereof | |
| CN108425374B (en) | Integral construction method of steel suspension box cofferdam with tie beam dumbbell-shaped bearing platform under complex sea condition | |
| CN103061334B (en) | I-section prestressed reinforced concrete support pile by centrifugal pouring | |
| CN210737452U (en) | Waterborne assembled berthing pier | |
| CN110306443B (en) | Aquatic tie beam bracket device and corresponding construction method | |
| CN109898540B (en) | Wet joint structure among bridge pier, bearing platform and pile foundation and construction process thereof | |
| CN203129133U (en) | Centrifugal poured prestressed steel bar concrete H-shaped section support pile | |
| CN112813852A (en) | Repairing and reinforcing method for bridge deck subsidence of in-service bridge | |
| CN211735458U (en) | Steel suspension box cofferdam | |
| CN111424554A (en) | Construction method for suspended formwork of seascape trestle | |
| CN110578320A (en) | flexible anti-collision wall for water area bridge and construction method thereof | |
| CN217460334U (en) | Anti-overturning reinforcing device of single-column pier bridge based on FRP-UHPC |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |