CN109372011A - Large-volume prestressed beam underpinning structure and the method for carrying out pile foundation underpinning with the structure - Google Patents
Large-volume prestressed beam underpinning structure and the method for carrying out pile foundation underpinning with the structure Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 238000009424 underpinning Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 102
- 239000010959 steel Substances 0.000 claims abstract description 102
- 238000010276 construction Methods 0.000 claims abstract description 22
- 238000013461 design Methods 0.000 claims description 22
- 238000009432 framing Methods 0.000 claims description 15
- 238000009412 basement excavation Methods 0.000 claims description 13
- 238000012544 monitoring process Methods 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 10
- 238000012545 processing Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 230000005540 biological transmission Effects 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000004062 sedimentation Methods 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 4
- 240000002853 Nelumbo nucifera Species 0.000 claims description 3
- 235000006508 Nelumbo nucifera Nutrition 0.000 claims description 3
- 235000006510 Nelumbo pentapetala Nutrition 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000013036 cure process Methods 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 2
- 230000015271 coagulation Effects 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 101150054854 POU1F1 gene Proteins 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses large-volume prestressed beam underpinning structure and the methods for carrying out pile foundation underpinning using the structure, the structure is by using underpinned pile and mass concrete transform beams as main body supporting structure, and interim steel bracket is set in earth's surface and is protected, ensure during underpining to the effective protection of existing bridge pier and existing bridge, avoid the safety that earth's surface building is influenced in underpass work progress, this method underpins existing pile, large volume transform beams are jacked using jack during underpining, top lift is adjustable, situation can be settled according to existing bridge pier adjust load, the stability of existing building during ensuring to underpin, going along with sb. to guard him for channel two sides is realized by ground-connecting-wall, ensure construction safety.
Description
Technical field
The present invention relates to field of engineering technology, and in particular to large-volume prestressed beam underpinning structure carries out pile foundation with the structure
The method underpined.
Background technique
In recent years, with the rapid development of China's infrastructure, metro construction is unfolded on a large scale, for northern China
The characteristics of city, metro station construction are commonly encountered different construction environments, encounter different barriers；Existing bridge pile foundation and low net
Altitude is to be most difficult to solve the problems, such as, problem is mainly reflected in two aspects:
It is rebuild 1. former bridge is removed, which is suitable for that road traffic pressure is small, and nearby needs sufficient shunting road,
But engineering cost educational reform；
2. pile pulling is reconstructed, the form is long in time limit, investment is big, social influence is big, is unsuitable for Construction of Urban Rail Traffic.
Therefore, exploitation, which designs one kind, can either guarantee that existing earth's surface building being capable of normal use, additionally it is possible to carry out underground friendship
The structures and methods of logical line construction are this field urgent problems.
Summary of the invention
The purpose of the present invention is to provide large-volume prestressed beam underpinning structures, by using underpinned pile and large volume coagulation
Native transform beams are arranged interim steel bracket in earth's surface and are protected as main body supporting structure, it is ensured that both during underpining
There is the effective protection of bridge pier and existing bridge, avoids the safety for influencing earth's surface building in underpass work progress.
Realize what existing pile underpined using large-volume prestressed beam underpinning structure the object of the invention is also to provide a kind of
Method underpins existing pile using this method, is pushed up using jack to large volume transform beams during underpining
It rises, top lift is adjustable, can settle situation according to existing bridge pier and adjust load, it is ensured that the stabilization of existing building during underpining
Property, going along with sb. to guard him for channel two sides is realized by ground-connecting-wall, it is ensured that construction safety.
To achieve the above object, the invention provides the following technical scheme: a kind of large-volume prestressed beam underpinning structure, including
The both ends bottom of mass concrete transform beams, the mass concrete transform beams is equipped with underpinned pile, and underpinned pile is used to support
Mass concrete transform beams, the inside that the bottom of the mass concrete transform beams is located at underpinned pile are equipped with ground-connecting-wall, ground
Even wall is for preventing soil at both sides from sliding, and the top of the ground-connecting-wall is equipped with underpinned pile described in crown beam and ground-connecting-wall is respectively positioned on Horizon
Face is hereinafter, the mass concrete transform beams wrap up existing cushion cap, and existing cushion cap is used to support existing bridge pier, and ground-connecting-wall prolongs
It is vertical with the length direction of mass concrete transform beams to stretch direction.
Interim steel bracket is also symmetrically set up in the existing bridge pier two sides, and interim steel bracket includes that bottom is contacted with hardened ground
Full hall steel bracket, girder steel and jack, full framing is arranged four groups, and four groups of full framings are laid in rectangle and are distributed two-by-two
In mass concrete transform beams two sides, two groups of girder steels are set up on four groups of full framing tops in parallel, and two groups of girder steels are located at both
Have that the extending direction of bridge pier two sides and girder steel is vertical with the length direction of mass concrete transform beams, the full framing
Upright bar horizontal spacing and array pitch are 0.5m, step pitch 1m, are connected using double fasteners, and vertical installation at least two is very heavy above girder steel
Top.
Every group of girder steel includes at least two jack being arranged using Two bors d's oeuveres I63C I-steel, girder steel top being set side by side
It is immediately below bridge floor and symmetrical relative to bridge floor central axes.
The mass concrete transform beams are prestressed girder.
To achieve the above object, the present invention also provides following technical solutions: a kind of to change knot using large-volume prestressed corbel
The method that structure carries out pile foundation underpinning, includes the following steps:
Step 1: interim steel bracket is set up
1, cure process is carried out to existing bridge pier two sides ground, existing bridge pier two sides ground miscellaneous fill is subjected to cleaning pressure first
Real, compacting factor 0.95, on compacting ground upper berth with a thickness of the C30 concrete face slab of 300mm, arrangement of reinforcement presses 12@250 × 250 of Φ, concrete face
The range of plate is 4.5m × 14m；
2, four groups of full framings in distributed rectangular for meeting design height are built in existing bridge pier two sides, and the bottom of full framing is logical
It crosses cushion block and is supported on concrete face slab upper surface, distance that the connector of upright bar is staggered in short transverse is separated by same group of full framing not
Less than 0.5m, the distance of each connector center to host node is not more than the 1/3 of step pitch, and after the installation is completed, installation is oblique for upright bar and cross bar
Strut and bridging, for guaranteeing the stability of bracket.
3, hound and bridging are connect by fastener with fastener bracket, and the brace of bridging uses rotary buckle and upright bar
Snapping, bottom end and the concrete face slab upper surface of bridging are held out against, and angle is 45 °~60 °；Rotary buckle center line to major node away from
From 150mm is not preferably greater than, bridging brace connection type is using overlap joint, and the lap of splice is not less than 500mm, using no less than 2
Rotary buckle should increase by 3 button nodes, the lashing force of fastener respectively from rod end not less than being reinforced at 100mm therebetween
Square should control between 40~65N.m；
4, girder steel and protection jack are installed, set up girder steel, girder steel respectively on the full framing top that existing bridge pier two sides are built
Using Two bors d's oeuveres I63C I-steel, every side places 3 groups side by side, while placing in girder steel upper surface and protecting jack, on every girder steel
At least two protection jack are placed, protection jack is jacked to 2-3mm below bridge floor, larger heavy for protecting bridge floor to occur
Drop, the length direction of girder steel are vertical with the length direction of mass concrete transform beams；
Step 2: ground-connecting-wall construction is included in existing bridge pier two sides and performs ground-connecting-wall, and the ground-connecting-wall of two sides is symmetrical arranged and ground
Even the length direction of wall is vertical with the length direction of mass concrete transform beams, is shield section, ground between the ground-connecting-wall of two sides
Even wall top portion applies continuous crown beam；
Step 3: underpining pile driving construction, and underpinned pile includes the cast-in-situ bored pile of four diameter 1600mm, and four cast-in-situ bored piles are opposite
And positioned at ground-connecting-wall outside, underpinned pile at the top of pre-buried jacking thousand symmetrical two-by-two in the vertical plane where the center line of shield section
Jin top；
Step 4: excavation of foundation pit, the excavation pit in the space in two sides ground-connecting-wall besieged city, the ratio of slope of excavation slope are 1:0.75,
Slope surface uses the combination safeguard structure of in-network processing and joint bar protection, the net of steel mesh used by in-network processing protective layer
Compartment is away from for 150mm, and the bar diameter of steel mesh is 8mm, and the reinforcing bar length that joint bar uses is 1.5m, diameter 22mm, joint bar
Spacing is 1.5m × 1.5m, is in quincuncial arrangement；
Step 5: mass concrete transform beams are constructed, and set up mass concrete transform beams in design position after excavation pit
Steel form supports steel form using steel pipe support and lumps of wood support system, places in the steel form supported and bind molding steel
Muscle and bellows, and prestress wire is passed in bellows, it will be wrapped in mass concrete before concreting and underpin
With dabbing at the top of existing pile and bar planting on the outside of existing cushion cap in beam, concrete once-cast is finally completed；It is poured in concrete
It is preceding also to need to cut the pile crown of underpinned pile to designed elevation, section is poured after reserved, section placement location steel column, jacking thousand are poured after
Two sets of jacks are arranged in jin top and embedded bar, every underpinned pile top, and steel column is for preventing jack from failing；
Step 6: mass concrete transform beams prestressed stretch-draw reaches in mass concrete transform beams concrete strength and sets
Tensioning is carried out after meter intensity, and in stretching process, the practical elongation of prestress wire is differed with theoretical elongation and be controlled
Within ± 6%, tensioning carries out hole path pressure grouting and sealing off and covering anchorage during completing 24 ~ 48 hours；
Step 7: stress transmission: when the hole path pressure grouting of mass concrete transform beams and sealing off and covering anchorage concrete reach design strength,
Lifting operation is carried out, is one group by each 4 jack of needle beam left and right sides, is divided into 2 groups, hydraulic synchronization top is controlled using PLC
The system of liter is jacked, and every group of jack sets a monitoring point, and each monitoring point sets a monitoring stay wire sensor, in existing bridge
A hydrostatic level is set again beside pier, to monitor the settling amount of existing bridge pier；
12 grades of progress of jacking process point, every grade is held lotus 20min, and the design top lift of every grade of holding 10% adjusts jack step by step
Top lift extremely designs the 120% of top lift, and top lift to underpinned pile settling amount is kept to be less than or equal to 0.1mm/h, then re-grading
Top lift is offloaded to as design top lift, foolproof apparatus is locked, places cushion block, utilize underpinned pile, jack and pad
Block supports mass concrete transform beams；
Step 8: removing existing pile, after completing stress transmission, is undertaken by underpinned pile by mass concrete transform beams existing
The pressure of bridge pier, when removing existing pile, 500mm goes out along cutting a depth 20mm stake week first below mass concrete transform beams
Fracture, while to the settling amount of existing bridge pier carry out real-time monitoring, when the settling amount of existing bridge pier is greater than the set value, control
Jack increase underpins pile load；Then existing pile is successively cut, until existing pile is truncated, it is finally that it is clear
It removes；
Step 9: connection underpinned pile and mass concrete transform beams are completed existing pile and are removed, and underpin in mass concrete
In the case where beam settlement stability, underpinned pile top reserved steel bar and mass concrete are underpined into beam main tendon welding, and bind hoop
Muscle builds and pours section part after underpinned pile by reserved casting duct after stock mould and be poured C50 expansive concrete, completes to underpin.
The beneficial effects of adopting the technical scheme are that the structure is by using underpinned pile and large volume coagulation
Native transform beams are arranged interim steel bracket in earth's surface and are protected as main body supporting structure, it is ensured that both during underpining
There is the effective protection of bridge pier and existing bridge, avoids the safety for influencing earth's surface building in underpass work progress.
Generated beneficial effect also resides in by adopting the above technical scheme: this method underpins existing pile, underpins
Large volume transform beams are jacked using jack in journey, top lift is adjustable, can settle situation according to existing bridge pier
Adjust load, it is ensured that the stability of existing building during underpining realizes going along with sb. to guard him for channel two sides by ground-connecting-wall, it is ensured that construction
Safety.
Detailed description of the invention
Fig. 1 is schematic structural view of the invention；
Fig. 2 is temporary steel chassis plane arrangement schematic diagram；
Fig. 3 is large volume transform beams construction process figure；
Fig. 4 is jack and cushion block plan view.
In figure: 1, mass concrete transform beams；2, underpinned pile；3, ground-connecting-wall；4, existing pile；5, crown beam；6, existing to hold
Platform；7, full hall steel bracket；8, existing bridge pier；9, girder steel；10, existing bridge；11, jack；12, cushion block.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
Referring to Fig. 1, the present invention provides a kind of technical solution: a kind of large-volume prestressed beam underpinning structure, including substantially
The both ends bottom of product concrete transform beams 1, the mass concrete transform beams 1 is equipped with underpinned pile 2, and underpinned pile 2 is used to support
Mass concrete transform beams 1, the inside that the bottom of the mass concrete transform beams 1 is located at underpinned pile 2 are equipped with ground-connecting-wall
3, for ground-connecting-wall 3 for preventing soil at both sides from sliding, the top of the ground-connecting-wall 3 is equipped with underpinned pile 2 and ground-connecting-wall 3 described in crown beam 5
Ground level is respectively positioned on hereinafter, the mass concrete transform beams wrap up existing cushion cap 6, existing cushion cap is used to support existing bridge pier
8, the extending direction of ground-connecting-wall is vertical with the length direction of mass concrete transform beams 1.
Interim steel bracket is also symmetrically set up in 8 two sides of existing bridge pier, and interim steel bracket includes that bottom connects with hardened ground
Full hall steel bracket 7, girder steel 9 and the jack of touching, full framing are arranged four groups, and four groups of full framings are laid and two-by-two in rectangle
Mass concrete transform beams two sides are distributed in, two groups of girder steels are set up on four groups of full framing tops in parallel, and two groups of girder steels distinguish position
Extending direction in existing bridge pier two sides and girder steel is vertical with the length direction of mass concrete transform beams, the full hall branch
The upright bar horizontal spacing and array pitch of frame are 0.5m, step pitch 1m, are connected using double fasteners, vertical installation at least two above girder steel
Jack.
Every group of girder steel includes at least two jack being arranged using Two bors d's oeuveres I63C I-steel, girder steel top being set side by side
It is immediately below bridge floor and symmetrical relative to bridge floor central axes.
The mass concrete transform beams are prestressed girder.
During Specific construction, new underpinned pile 2 is performed in safe range on the outside of the subway main body station, is performed later
Mass concrete transform beams wrap up existing cushion cap, while will underpin pile head and cut corresponding absolute altitude, set before pile crown pours
Jack is set, pours section after reserved.Before pouring mass concrete transform beams, existing cushion cap, existing pile etc. are newly done into transform beams
Wrapping portion carries out dabbing bar planting processing, finally pours transform beams, and band transform beams carry out prestressed stretch-draw and reach design strength
After underpined.
Before underpining jacking, interim steel bracket is set up in existing bridge pier two sides, to protect existing bridge in work progress to occur
Larger sedimentation or inclination.After mass concrete transform beams reach intensity, every underpins stake top and has shifted to an earlier date symmetrically placed 2 thousand
Jin top applies jacking counter-force using jack, and jacking counter-force is offloaded to quasi- truncation existing pile again after underpinned pile settlement stability
The null state of pile body stress.When jack jacks, eight jack are synchronous simultaneously to carry out lifting operation.
Mass concrete transform beams bottom or less the position 0.5m is done newly, by the sawed-off pier stud reinforcing bar of horizontal direction and coagulation
Soil, first circumferential sawed-off pier stud reinforcing bar, then gradually saws core concrete.With main body excavation of foundation pit, sequentially one by one by existing pile
It cuts.
After digging out existing pile, underpinned pile and mass concrete transform beams and ground coupling beam form the support knot of existing bridge
Structure, while shield channel is formed below existing bridge, shield-tunneling construction is realized under the premise of guaranteeing surface structures safety.
The structure is played a supporting role using the underpinned pile at large-volume prestressed beam both ends, meanwhile, it is set on the inside of underpinned pile
Set ground-connecting-wall, ground-connecting-wall can surrounding soil in an efficient way sliding, it is ensured that soil body stability, in addition with underpinning structure with being arranged
Interim steel bracket is set, the existing bridge pier in the process that acts on and prevent to underpin of interim steel bracket larger sedimentation occurs and causes existing
The sedimentation of bridge can play the existing bridge beam action of support, prevent existing bridge from damaging due to by larger stress.
The present invention also provides a kind of methods for carrying out pile foundation underpinning using large-volume prestressed beam underpinning structure, including such as
Lower step:
Step 1: interim steel bracket is set up
1, cure process is carried out to existing bridge pier two sides ground, existing bridge pier two sides ground miscellaneous fill is subjected to cleaning pressure first
Real, compacting factor 0.95, on compacting ground upper berth with a thickness of the C30 concrete face slab of 300mm, arrangement of reinforcement presses 12@250 × 250 of Φ, concrete face
The range of plate is 4.5m × 14m；
2, four groups of full hall steel brackets 7 in distributed rectangular for meeting design height are built in existing bridge pier two sides, full hall steel bracket 7
Bottom is supported on concrete face slab upper surface by cushion block, and the connector of upright bar is separated by same group of full hall steel bracket 7 in short transverse mistake
The distance opened is not less than 0.5m, and the distance of each connector center to host node is not more than the 1/3 of step pitch, and upright bar and cross bar install
Afterwards, hound and bridging are installed, for guaranteeing the stability of bracket.
3, hound and bridging are connect by fastener with fastener bracket, and the brace of bridging uses rotary buckle and upright bar
Snapping, bottom end and the concrete face slab upper surface of bridging are held out against, and angle is 45 °~60 °；Rotary buckle center line to major node away from
From 150mm is not preferably greater than, bridging brace connection type is using overlap joint, and the lap of splice is not less than 500mm, using no less than 2
Rotary buckle should increase by 3 button nodes, the lashing force of fastener respectively from rod end not less than being reinforced at 100mm therebetween
Square should control between 40~65N.m；
4, girder steel and protection jack are installed, set up girder steel, steel respectively on full 7 top of hall steel bracket that existing bridge pier two sides are built
Beam uses Two bors d's oeuveres I63C I-steel, and every side places 3 groups side by side, while placing protection jack, every girder steel in girder steel upper surface
Upper placement at least two protection jack, protection jack are jacked to 2-3mm below bridge floor, larger for protecting bridge floor to occur
Sedimentation, the length direction of girder steel are vertical with the length direction of mass concrete transform beams 1；
Step 2: ground-connecting-wall 3 is constructed, and is included in existing bridge pier two sides and is performed ground-connecting-wall 3, the ground-connecting-wall 3 of two sides be symmetrical arranged and
The length direction of ground-connecting-wall 3 is vertical with the length direction of mass concrete transform beams 1, is shield area between two sides ground-connecting-wall 3
Between, continuous crown beam 5 is applied at the top of ground-connecting-wall 3；
Step 3: underpinned pile 2 is constructed, and underpinned pile 2 includes the cast-in-situ bored pile of four diameter 1600mm, four cast-in-situ bored pile phases
Symmetrically and 3 outside of ground-connecting-wall, the 2 pre-buried top in top of underpinned pile are located at two-by-two for the vertical plane where the center line of shield section
Rise jack；
Step 4: excavation of foundation pit, the excavation pit in the space that two sides ground-connecting-wall 3 is encircled a city, the ratio of slope of excavation slope are 1:0.75,
Slope surface uses the combination safeguard structure of in-network processing and joint bar protection, the net of steel mesh used by in-network processing protective layer
Compartment is away from for 150mm, and the bar diameter of steel mesh is 8mm, and the reinforcing bar length that joint bar uses is 1.5m, diameter 22mm, joint bar
Spacing is 1.5m × 1.5m, is in quincuncial arrangement；
Step 5: mass concrete transform beams 1 are constructed, and set up mass concrete transform beams in design position after excavation pit
1 steel form supports steel form using steel pipe support and lumps of wood support system, places in the steel form supported and bind molding steel
Muscle and bellows, and prestress wire is passed in bellows, it will be wrapped in mass concrete before concreting and underpin
6 outside of existing cushion cap and 4 top dabbing of existing pile and bar planting in beam 1, finally complete concrete once-cast；It is poured in concrete
It also needs the pile crown by underpinned pile 2 to cut to designed elevation before note, pours section after reserved, section placement location steel column, top are poured after
Jack and embedded bar are risen, two sets of jacks are set at the top of every underpinned pile 2, and steel column is for preventing jack from losing
Effect；
Step 6: 1 prestressed stretch-draw of mass concrete transform beams reaches in 1 concrete strength of mass concrete transform beams
Carry out tensioning after design strength, in stretching process, the practical elongation of prestress wire is differed with theoretical elongation and be controlled
For system within ± 6%, tensioning carries out hole path pressure grouting and sealing off and covering anchorage during completing 24 ~ 48 hours；
Step 7: stress transmission: hole path pressure grouting and sealing off and covering anchorage concrete to mass concrete transform beams 1 reach design strength
When, lifting operation is carried out, is one group by each 4 jack of needle beam left and right sides, is divided into 2 groups, hydraulic synchronization is controlled using PLC
Jack-up system is jacked, and every group of jack sets a monitoring point, and each monitoring point sets a monitoring stay wire sensor, existing
A hydrostatic level is set again beside bridge pier, to monitor the settling amount of existing bridge pier,
12 grades of progress of jacking process point, every grade is held lotus 20min, and the design top lift of every grade of holding 10% adjusts jack step by step
Top lift extremely designs the 120% of top lift, and top lift to 2 settling amount of underpinned pile is kept to be less than or equal to 0.1mm/h, then divides again
Grade be offloaded to top lift for design top lift, lock foolproof apparatus, place cushion block, using underpinned pile 2, jack and
Cushion block supports mass concrete transform beams 1；
Step 8: removing existing pile 4, after completing stress transmission, is undertaken by underpinned pile 2 by mass concrete transform beams 1
The pressure of existing bridge pier when removing existing pile 4, goes out in 1 or less 500mm of mass concrete transform beams cut one along stake week first
The fracture of deep 20mm, while real-time monitoring is carried out to the settling amount of existing bridge pier, when the settling amount of existing bridge pier is greater than the set value
When, control jack increases by 2 load of underpinned pile；Then existing pile 4 is successively cut, until existing pile 4 is truncated,
Finally removed；
Step 9: connection underpinned pile 2 and mass concrete transform beams 1 are completed existing pile 4 and are removed, and in mass concrete
In the case where 1 settlement stability of transform beams, 2 top reserved steel bar of underpinned pile and 1 main reinforcement of mass concrete transform beams are welded, and
Stirrup is bound, section part is poured after underpinned pile 2 by reserved casting duct after masonry stock mould and is poured C50 expansive concrete, completion
It underpins.
This method can it is extremely complex in external environment, construction site is extremely narrow, construction machinery operating radius is limited etc.
Existing viaduct pile foundation underpinning engineering can be completed under unfavorable conditions, not only ensure that the traffic data process effect of existing bridge, together
When meet the execution conditions of subway station main body, successfully solve the problems, such as removal obstacle pile, reduce the risk in construction.
Construction technology is novel, in the construction process, by Optimizing construction technical solution, focuses on construction process control, ensure that engineering matter
The unification of amount, progress and cost, achieves good social benefit.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (5)
1. a kind of large-volume prestressed beam underpinning structure, including mass concrete transform beams (1), it is characterised in that: described big
The both ends bottom of volume concrete transform beams (1) is equipped with underpinned pile (2), and underpinned pile (2) is used to support mass concrete and underpins
Beam (1), the inside that the bottom of the mass concrete transform beams (1) is located at underpinned pile (2) are equipped with ground-connecting-wall (3), ground-connecting-wall
(3) for preventing soil at both sides from sliding, the top of the ground-connecting-wall (3) is equipped with crown beam (5) described underpinned pile (2) and ground-connecting-wall
(3) ground level is respectively positioned on hereinafter, the mass concrete transform beams wrap up existing cushion cap (6), existing cushion cap is used to support both
Have bridge pier (8), the extending direction of ground-connecting-wall is vertical with the length direction of mass concrete transform beams (1).
2. large-volume prestressed beam underpinning structure according to claim 1, it is characterised in that: the existing bridge pier (8) two
Interim steel bracket is also symmetrically set up in side, and interim steel bracket includes full hall steel bracket (7), the girder steel that bottom is contacted with hardened ground
(9) and jack, full framing are arranged four groups, and four groups of full framings are laid in rectangle and are distributed in mass concrete two-by-two
Two groups of girder steels are set up on transform beams two sides, four groups of full framing tops in parallel, and two groups of girder steels are located at existing bridge pier two sides and steel
The extending direction of beam is vertical with the length direction of mass concrete transform beams, the upright bar horizontal spacing of the full framing and row
It away from for 0.5m, step pitch 1m, is connected using double fasteners, vertical installation at least two jack above girder steel.
3. large-volume prestressed beam underpinning structure according to claim 2, it is characterised in that: every group of girder steel includes at least two
What root was set side by side uses Two bors d's oeuveres I63C I-steel, and the jack of girder steel top setting is located at immediately below bridge floor and relative to bridge
Face central axes are symmetrical.
4. large-volume prestressed beam underpinning structure according to claim 3, it is characterised in that: the mass concrete support
Changing beam is prestressed girder.
5. a kind of method for carrying out pile foundation underpinning using large-volume prestressed beam underpinning structure as claimed in claim 4, feature
It is, includes the following steps:
Step 1: interim steel bracket is set up
1, cure process is carried out to existing bridge pier two sides ground, existing bridge pier two sides ground miscellaneous fill is subjected to cleaning pressure first
Real, compacting factor 0.95, on compacting ground upper berth with a thickness of the C30 concrete face slab of 300mm, arrangement of reinforcement presses 12@250 × 250 of Φ, concrete face
The range of plate is 4.5m × 14m；
2, four groups of full hall steel brackets (7) in distributed rectangular for meeting design height, full hall steel bracket are built in existing bridge pier two sides
(7) bottom is supported on concrete face slab upper surface by cushion block (12), and the connector that upright bar is separated by same group full hall steel bracket (7) exists
The distance that short transverse is staggered is not less than 0.5m, 1/3 of distance no more than step pitch of each connector center to host node, upright bar and cross
Bar after the installation is completed, installs hound and bridging, for guaranteeing the stability of bracket；
3, hound and bridging are connect by fastener with fastener bracket, and the brace of bridging is buckled using rotary buckle and upright bar
It connects, bottom end and the concrete face slab upper surface of bridging are held out against, and angle is 45 °~60 °；Rotary buckle center line to major node distance
It is not preferably greater than 150mm, bridging brace connection type is not less than 500mm using overlap joint, the lap of splice, is revolved using no less than 2
Turn fastener respectively from rod end not less than being reinforced at 100mm, 3 button nodes, the tightening torque of fastener should be increased therebetween
It should control between 40~65N.m；
4, girder steel and protection jack are installed, set up girder steel respectively on full hall steel bracket (7) top that existing bridge pier two sides are built,
Girder steel uses Two bors d's oeuveres I63C I-steel, and every side places 3 groups side by side, while placing protection jack, every steel in girder steel upper surface
Place at least two protection jack on beam, protection jack is jacked to 2-3mm below bridge floor at, for protect bridge floor appearance compared with
Big sedimentation, the length direction of girder steel are vertical with the length direction of mass concrete transform beams (1)；
Step 2: ground-connecting-wall (3) construction is included in existing bridge pier two sides and performs ground-connecting-wall (3), and the ground-connecting-wall (3) of two sides is symmetrical
It is arranged and the length direction of ground-connecting-wall (3) is vertical with the length direction of mass concrete transform beams (1), two sides ground-connecting-wall (3)
Between be shield section, apply continuous crown beam (5) at the top of ground-connecting-wall (3)；
Step 3: underpinned pile (2) construction, underpinned pile (2) includes the cast-in-situ bored pile of four diameter 1600mm, four drill-pourings
Stake is symmetrical two-by-two relative to the vertical plane where the center line of shield section and is located on the outside of ground-connecting-wall (3), underpinned pile (2) top
The pre-buried jack in portion (11)；
Step 4: the ratio of slope of excavation of foundation pit, the excavation pit in the space in two sides ground-connecting-wall (3) besieged city, excavation slope is 1:
0.75, slope surface uses the combination safeguard structure of in-network processing and joint bar protection, reinforcing bar used by in-network processing protective layer
The grid spacing of net is 150mm, and the bar diameter of steel mesh is 8mm, and for 1.5m, diameter is the reinforcing bar length that joint bar uses
22mm, joint bar spacing are 1.5m × 1.5m, are in quincuncial arrangement；
Step 5: mass concrete transform beams (1) are constructed, and are set up mass concrete in design position after excavation pit and are underpined
Beam (1) steel form supports steel form using steel pipe support and lumps of wood support system, binding molding is placed in the steel form supported
Reinforcing bar and bellows, and in bellows be passed to prestress wire, mass concrete will be wrapped in front of concreting
With dabbing at the top of existing pile (4) and bar planting on the outside of existing cushion cap (6) in transform beams (1), concrete once-cast is finally completed；
It also needs the pile crown by underpinned pile (2) to cut to designed elevation before concrete casting, pours section after reserved, section storing is poured after
Steel column, jack (11) and embedded bar are set, two sets of jacks (11) are set at the top of every underpinned pile (2),
Steel column is for preventing jack from failing；
Step 6: mass concrete transform beams (1) prestressed stretch-draw, in mass concrete transform beams (1) concrete strength
Reach and carry out tensioning after design strength, in stretching process, the practical elongation of prestress wire is differed with theoretical elongation is answered
Within ± 6%, tensioning carries out hole path pressure grouting and sealing off and covering anchorage during completing 24 ~ 48 hours for the control；
Step 7: stress transmission: hole path pressure grouting and sealing off and covering anchorage concrete to mass concrete transform beams (1) reach design strength
When, lifting operation is carried out, is one group by each 4 jack of needle beam left and right sides, is divided into 2 groups, hydraulic synchronization is controlled using PLC
Jack-up system is jacked, and every group of jack sets a monitoring point, and each monitoring point sets a monitoring stay wire sensor, existing
A hydrostatic level is set again beside bridge pier, to monitor the settling amount of existing bridge pier,
12 grades of progress of jacking process point, every grade is held lotus 20min, and the design top lift of every grade of holding 10% adjusts jack step by step
Top lift extremely designs the 120% of top lift, and top lift to underpinned pile (2) settling amount is kept to be less than or equal to 0.1mm/h, then again
Load shedding to top lift is design top lift, locks foolproof apparatus, is placed cushion block (12), and underpinned pile (2), jacking are utilized
Jack (11) and cushion block (12) support mass concrete transform beams (1)；
Step 8: removing existing pile (4), after completing stress transmission, passes through mass concrete transform beams by underpinned pile (2)
(1) pressure of existing bridge pier is undertaken, when removing existing pile (4), following 500mm goes out in mass concrete transform beams (1) first
Real-time monitoring is carried out along the fracture for cutting a depth 20mm stake week, while to the settling amount of existing bridge pier, when the sedimentation of existing bridge pier
When amount is greater than the set value, control jack (11) increases underpinned pile (2) load；Then existing pile (4) is successively cut
It cuts, until existing pile (4) are truncated, is finally removed；
Step 9: connection underpinned pile (2) and mass concrete transform beams (1) are completed existing pile (4) and are removed, and in large volume
In the case where concrete transform beams (1) settlement stability, by underpinned pile (2) top reserved steel bar and mass concrete transform beams
(1) main reinforcement is welded, and binds stirrup, is poured section part after underpinned pile (2) by reserved casting duct after masonry stock mould and is poured C50
Expansive concrete is completed to underpin.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656786A (en) * | 2019-10-22 | 2020-01-07 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel-concrete combined pile underpinning node and manufacturing method thereof |
| CN110670615A (en) * | 2019-09-24 | 2020-01-10 | 天津大学 | Subway green construction adjustment method based on limited space |
| CN110847207A (en) * | 2019-11-28 | 2020-02-28 | 中建八局轨道交通建设有限公司 | Structure and construction method for newly-built bridge with subway tunnel passing through existing bridge piles |
| CN112176879A (en) * | 2020-10-15 | 2021-01-05 | 深圳市罗湖建筑安装工程有限公司 | Bridge pier foundation underpinning structure and construction method |
| CN112854813A (en) * | 2021-01-12 | 2021-05-28 | 杭州圣基建筑特种工程有限公司 | Profile steel tray structure for ancient building translation and underpinning method |
| CN112982200A (en) * | 2021-03-30 | 2021-06-18 | 中建三局基础设施建设投资有限公司 | Underpinning method of existing continuous bridge |
| CN113772576A (en) * | 2021-09-22 | 2021-12-10 | 王志君 | Annular hydraulic cylinder and method for jacking bridge and building by using annular hydraulic cylinder |
| CN114753272A (en) * | 2022-05-05 | 2022-07-15 | 中交路桥华东工程有限公司 | Construction method of prestressed bearing platform for bridge pier repair |
| CN115126016A (en) * | 2022-07-28 | 2022-09-30 | 中铁四局集团第二工程有限公司 | Construction method for connecting underpinned beam and existing pier |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101067303A (en) * | 2007-02-13 | 2007-11-07 | 铁道第二勘察设计院 | Active pile foundation underpinning structure and constructing method thereof |
| CN102277885A (en) * | 2011-05-11 | 2011-12-14 | 中铁二院工程集团有限责任公司 | Method for underpinning pile foundation of high-speed railway continuous rigid frame bridge |
| CN103981816A (en) * | 2014-04-15 | 2014-08-13 | 河南省公路工程局集团有限公司 | Construction method for underpinning of overpass framework pier columns |
| CN108316368A (en) * | 2018-01-26 | 2018-07-24 | 中铁隧道集团二处有限公司 | A kind of bridge pile foundation active support and change method for the only stake of only column |
-
2018
- 2018-12-03 CN CN201811466797.9A patent/CN109372011A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101067303A (en) * | 2007-02-13 | 2007-11-07 | 铁道第二勘察设计院 | Active pile foundation underpinning structure and constructing method thereof |
| CN102277885A (en) * | 2011-05-11 | 2011-12-14 | 中铁二院工程集团有限责任公司 | Method for underpinning pile foundation of high-speed railway continuous rigid frame bridge |
| CN103981816A (en) * | 2014-04-15 | 2014-08-13 | 河南省公路工程局集团有限公司 | Construction method for underpinning of overpass framework pier columns |
| CN108316368A (en) * | 2018-01-26 | 2018-07-24 | 中铁隧道集团二处有限公司 | A kind of bridge pile foundation active support and change method for the only stake of only column |
Non-Patent Citations (1)
| Title |
|---|
| 王勇: "地铁施工中障碍桩移除施工工艺分析", 石家庄铁道大学学报（自然科学版）, vol. 31, no. 150, pages 89 - 95 * |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110670615A (en) * | 2019-09-24 | 2020-01-10 | 天津大学 | Subway green construction adjustment method based on limited space |
| CN110656786A (en) * | 2019-10-22 | 2020-01-07 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel-concrete combined pile underpinning node and manufacturing method thereof |
| CN110847207A (en) * | 2019-11-28 | 2020-02-28 | 中建八局轨道交通建设有限公司 | Structure and construction method for newly-built bridge with subway tunnel passing through existing bridge piles |
| CN112176879A (en) * | 2020-10-15 | 2021-01-05 | 深圳市罗湖建筑安装工程有限公司 | Bridge pier foundation underpinning structure and construction method |
| CN112854813A (en) * | 2021-01-12 | 2021-05-28 | 杭州圣基建筑特种工程有限公司 | Profile steel tray structure for ancient building translation and underpinning method |
| CN112982200A (en) * | 2021-03-30 | 2021-06-18 | 中建三局基础设施建设投资有限公司 | Underpinning method of existing continuous bridge |
| CN112982200B (en) * | 2021-03-30 | 2022-09-02 | 中建三局基础设施建设投资有限公司 | Underpinning method of existing continuous bridge |
| CN113772576A (en) * | 2021-09-22 | 2021-12-10 | 王志君 | Annular hydraulic cylinder and method for jacking bridge and building by using annular hydraulic cylinder |
| CN114753272A (en) * | 2022-05-05 | 2022-07-15 | 中交路桥华东工程有限公司 | Construction method of prestressed bearing platform for bridge pier repair |
| CN115126016A (en) * | 2022-07-28 | 2022-09-30 | 中铁四局集团第二工程有限公司 | Construction method for connecting underpinned beam and existing pier |
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