CN109989346A - Bridge major diameter precast concrete tubular column basis and its construction method - Google Patents
Bridge major diameter precast concrete tubular column basis and its construction method Download PDFInfo
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- CN109989346A CN109989346A CN201910021408.XA CN201910021408A CN109989346A CN 109989346 A CN109989346 A CN 109989346A CN 201910021408 A CN201910021408 A CN 201910021408A CN 109989346 A CN109989346 A CN 109989346A
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- 238000010276 construction Methods 0.000 title claims abstract description 80
- 239000011178 precast concrete Substances 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 claims abstract description 58
- 230000003068 static effect Effects 0.000 claims abstract description 35
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 22
- 239000007787 solid Substances 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 230000007246 mechanism Effects 0.000 claims description 10
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 3
- 238000005253 cladding Methods 0.000 claims description 2
- 239000003351 stiffener Substances 0.000 claims description 2
- 238000009417 prefabrication Methods 0.000 abstract description 5
- 239000000243 solution Substances 0.000 description 11
- 238000013461 design Methods 0.000 description 8
- 230000008901 benefit Effects 0.000 description 7
- 238000011065 in-situ storage Methods 0.000 description 6
- 238000009434 installation Methods 0.000 description 6
- 238000005553 drilling Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 230000032258 transport Effects 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 3
- 238000009740 moulding (composite fabrication) Methods 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000001154 acute effect Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 210000000481 breast Anatomy 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 210000002445 nipple Anatomy 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- 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
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Bridges Or Land Bridges (AREA)
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Abstract
The invention discloses bridge major diameter precast concrete tubular column bases, it include: tubular column main body, it includes sequentially connected tubing string bottom section, more standard tubing string section and tubing string top section from bottom to up, the tubular column main body is the tube-in-tube structure of inner hollow and is vertically positioned in soil layer that the tubular column main body bottom is sealed by bottom concrete；Linkage section is located on soil layer and is solid construction, and the linkage section lower end connecting tube capital section, upper end are directly connected to pier stud.The invention also discloses the construction methods on bridge major diameter precast concrete tubular column basis, and by prefabricated major diameter tubing string, scene cooperates the fabricated construction of small-sized strand suction dredging plant completion bridge tube caisson foudations using static pressure method.Cushion cap is not needed after the completion of tube caisson foudations construction of the present invention, cost is reduced, shortens the construction period, prefabrication and assembly construction degree is high, is with a wide range of applications.
Description
Technical field
The present invention relates to bridge foundation construction technical field of structures.More specifically, the invention relates to using for land bridges
Major diameter precast concrete tubular column basis and its construction method.
Background technique
With China's rapid economic development, Urban Transportation demand is increased rapidly, and municipal bridge is due to can be significantly
Traffic ability is improved, urban congestion is alleviated, using more extensively in urban construction.The substructure of municipal bridge generallys use
The structure type of " cast-in-situ bored pile+cushion cap+pier stud ", bored concrete pile has mechanization of operation, easy for construction；Steel reinforcement cage and concrete
Can concentrated processing, dispatching, operation is convenient；The advantages that speed of application is fast, technical maturity, work progress is safe and reliable, at present in bridge
Beam is widely used in basis.
Currently, there are mainly two types of the common construction technologies of bored concrete pile.First method is mud off method, is set by drilling machine
Standby (impact drill, abrasion drill, churning driven etc.) pore-forming concrete perfusion and pile on the spot.It is protected for the hole that prevents from collapsing with mud when drilling
Wall.It is recycled by mud and excludes boring mud soil bits, borehole cleaning is after reaching projected depth with round bottom sediment.Its work progress includes smooth
Place, slurrying, embedded casing, rigging up and position, drilling and forming hole, borehole cleaning and inspection hole, installation steel reinforcement cage, pour it is underwater
Concrete.Large diameter bored pile is mostly used this construction technology in the heavy constructions such as skyscraper and bridge at present, and stake diameter is more
In 2.5m or less.Second method is full-sleeve construction method, is mainly characterized by using full-sleeve retaining wall, work progress is not necessarily to mud
Slurry and borehole cleaning, reduce the frictional resistance between steel sleeve and soil layer using the shake of agitating device, are pressed into when shaking, utilize simultaneously
Punching grab bucket, which is excavated, takes soil.General work progress is: smooth location, rigging up, set pipe construction, drilling and forming hole, installation steel reinforcement cage,
Casting concrete, checks pile quality at drawing casing.
But the structure type of Urban Bridge substructure " cast-in-situ bored pile+cushion cap+pier stud ", stratum deformation adaptability
Difference, appearance effects are serious after roadbed subsidence, passage space under the big influence bridge of suspended deck structure size, and basis is existed using bored concrete pile
The problems such as structure construction consumption of materials is big, and speed of fulfiling hole is slow, and the construction period is long, and construction quality control is difficult；Cast-in-situ bored pile
There is also certain defect, construction slurry and boring mud vegetation soil, surface water and groundwaters to surrounding to cause seriously for construction technology
It pollutes, there are larger construction noise in construction, underwater concreting quality is difficult to ensure, prefabrication and assembly construction degree is low etc..
Summary of the invention
It is an object of the present invention to provide bridge major diameter precast concrete tubular column basis and its construction methods, by pre-
Major diameter tubing string processed, scene cooperate small-sized strand suction dredging plant to complete the fabricated construction of bridge foundation, apply using static pressure method
Cushion cap is not needed after work, reduces cost, shortens the construction period, and prefabrication and assembly construction degree is high, is with a wide range of applications.
In order to realize these purposes and other advantages according to the present invention, bridge major diameter precast concrete tubular column is provided
Basis, comprising: tubular column main body comprising sequentially connected tubing string bottom section, more standard tubing string section and tubing string top section from bottom to up,
The tubular column main body is the tube-in-tube structure of inner hollow and is vertically positioned in soil layer that the tubular column main body bottom passes through back cover coagulation
Soil sealing；Linkage section is located on soil layer and is solid construction, and the linkage section lower end connecting tube capital section, upper end directly connect
Connect pier stud.
Preferably, the diameter of the tubular column main body is 2~4m, and wall thickness is 25~35cm, the bottom concrete height
For 2~5m.
Preferably, tubing string bottom section inside is provided with the blade foot with blade foot tyre tread, the blade foot outer cladding blade foot steel
Plate.
Preferably, the connection between the tubing string bottom section, more standard tubing string section and tubing string top section is using welding, flange
It is bolted or mechanical splice connects.
Preferably, the tubular column main body is concrete structure and the double-deck stiffener is arranged in inside concrete.
The present invention also provides a kind of construction methods on bridge major diameter precast concrete tubular column basis, include the following steps:
S1: using non-drainage subsidence technique combination static pressure method sinking tubing string bottom section；
S2: first segment standard pipe shell of column is connect with tubing string bottom section, equally uses non-drainage subsidence technique combination static pressure method
Sinking first segment standard pipe shell of column；
S3: the quasi- tubing string section of the second feast-brand mark is successively connected on first segment standard pipe shell of column and uses non-drainage subsidence technique knot
The static pressure method sinking quasi- tubing string section of the second feast-brand mark is closed, the quasi- tubing string section of third feast-brand mark is connected in the quasi- tubing string section of the second feast-brand mark and using not
The quasi- tubing string section ... of drainage sink technique combination static pressure method sinking third feast-brand mark connects N in the quasi- tubing string section of N-1 feast-brand mark
The quasi- tubing string section of feast-brand mark simultaneously uses the non-drainage subsidence technique combination static pressure method sinking quasi- tubing string section of N feast-brand mark；
S4: sunk in the quasi- tubing string section upper connector capital section of N feast-brand mark and using non-drainage subsidence technique combination static pressure method
Tubing string top section；
S5: at tubing string bottom, section carries out the construction of bottom concrete；
S6: construction linkage section.
Preferably, before step S1, merogenesis first is carried out to the tubular column main body constructed of needs, then precast plant to point
Tubing string bottom section, more standard tubing string section and tubing string top section progress of section are prefabricated, finally transport to construction site.
Preferably, non-drainage subsidence technique is to be constructed by twisting suction dredging plant；Static pressure method is on tubing string
Surface applies static pressure load；Only apply static pressure load under soft layer；Under horizon d, UHPC sections are connected on tubing string, are led to
It crosses weight and hammers UHPC sections of auxiliary tubing strings sinkings.
Preferably, step S6 construction linkage section method particularly includes: install end template in the section of tubing string top and bind connection
Section reinforcing bar, then installs linkage section template, is finally attached a section cast-in-place construction.
Preferably, in non-drainage subsidence technique, scum pipe is vertically positioned at the center of tube caisson foudations, the scum pipe lower end
It is provided with mechanism of dredging comprising:
Fixed ring, inner ring is connected on scum pipe by more connecting rods and the lucky horizontal snap of the fixed ring is in sword
In card slot on the inside of foot；
Rotational sleeve is located at below fixed ring and is sheathed on outside scum pipe, and the rotational sleeve is driven by driving mechanism
The dynamic central axes around scum pipe rotate；
Outer drill bit of dredging, is arranged for multiple and circumferential uniform intervals along scum pipe, and the outer drill bit of dredging passes through water
The flat support rod connection for being fixed on rotational sleeve top, the center that the outer drill bit of dredging is downwardly away from scum pipe are obliquely installed；
Inside dredge drill bit, be arranged for multiple and circumferential uniform intervals along scum pipe, it is described in dredge drill bit pass through it is solid
Lantern ring due to rotational sleeve lower part connects, and the center that the interior drill bit of dredging also is downwardly away from scum pipe is obliquely installed.
The present invention is include at least the following beneficial effects:
(1) major diameter precast concrete pipe column structure is directly connect with pier stud using no cushion cap form, is become to stratum settlement
Shape is adaptable, and passage space is big under bridge；
(2) precast concrete tubular column basis diameter is big, increase side frictional resistance forced area, can give full play to side friction and
End resistance promotes basic vertical bearing capacity load, while increasing the stability of tube caisson foudations；
(3) large diameter pipe column foundation arranges double steel bar, improves concrete strength, horizontal bearing capacity is big, and anti-bending strength is strong；
(4) tubing string use prefabrication, tubing string quality is secure, and after foundation construction during on-site construction without maintenance when
Between, the completion time of project can be shortened, prefabrication and assembly construction degree is high；
(5) tubing string static pressure sinking watching kind is by the intuitive controllable of loading blocks weight, thus by construction static pressure load with
Piling coefficient, can tentatively judge tube caisson foudations Vertical Bearing Capacity, and tube caisson foudations construction quality and load-carrying properties are secure；
(6) precast concrete tubular column work progress is not necessarily to mud off, and noise is low, and work progress is environmentally protective；
(7) precast concrete tubular column uses hollow thin-wall structure, saves steel and cement, and cost is lower, economic benefit and
Social benefit is obvious, is with a wide range of applications.
Further advantage, target and feature of the invention will be partially reflected by the following instructions, and part will also be by this
The research and practice of invention and be understood by the person skilled in the art.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of tube caisson foudations of the present invention；
Fig. 2 is section sinking construction figure in tubing string bottom of the present invention；
Fig. 3 is standard pipe shell of column sinking construction figure of the present invention；
Fig. 4 is section sinking construction figure in tubing string top of the present invention；
Fig. 5 is bottom concrete construction drawing of the present invention；
Fig. 6 is linkage section construction drawing of the present invention,
Fig. 7 is the structural schematic diagram of mechanism of the invention of dredging.
Description of symbols:
1, tubing string bottom section, 2, standard pipe shell of column, 3, tubing string top section, 4, blade foot steel plate, 5, bottom concrete, 6, linkage section,
7, pier stud, 8, bent cap, 9, horizon d, 10, sandy soils, 11, Soft Soil Layer, 12, mechanism of dredging, 13, scum pipe, 121, fixed ring,
122, support rod, 123, drill bit of dredging outside, 124, interior drill bit of dredging.
Specific embodiment
Present invention will be described in further detail below with reference to the accompanying drawings, to enable those skilled in the art referring to specification text
Word can be implemented accordingly.
It should be noted that experimental method described in following embodiments is unless otherwise specified conventional method, institute
Reagent and material are stated, unless otherwise specified, is commercially obtained；In the description of the present invention, term " transverse direction ", " vertical
To ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", the instructions such as "outside" side
Position or positional relationship are to be based on the orientation or positional relationship shown in the drawings, and are merely for convenience of description of the present invention and simplification of the description,
It is not that the device of indication or suggestion meaning or element must have a particular orientation, be constructed and operated in a specific orientation, because
This is not considered as limiting the invention.
As shown in Figure 1, the present invention provides a kind of bridge major diameter precast concrete tubular column basis, comprising: tubular column main body,
It is inside including sequentially connected tubing string bottom section 1, more standard tubing string section 2 and tubing string top section 3, the tubular column main body from bottom to up
It hollow tube-in-tube structure and is vertically positioned in soil layer, the tubular column main body bottom is sealed by bottom concrete 5；Linkage section 6,
It on soil layer and is solid construction, 6 lower end connecting tube capital of the linkage section section 3, upper end are directly connected to pier stud 7.
In the above-mentioned technical solutions, existing tube caisson foudations are grouped piles cap structure, and more concrete cast-in-situ bored concrete piles need
Pier stud 7 is connected by cushion cap, pier stud 7 reconnects bent cap 8, and in addition existing cast-in-situ concrete poured column diameter is generally in 2.5m
Hereinafter, being unable to reach the performance for needing to carry in certain constructions, therefore grouped piles cap structure needs cushion cap as connection.And this
Invention passes through the structure type of major diameter precast concrete tubular column, and tubular column main body is divided into multi-segmental, tubing string bottom section 1, more standard
Tubing string section 2 and tubing string top 3 prefabricated in advance, assembled in situ of section, can not only reach fabricated construction, improve the efficiency of site operation,
It is also able to achieve and is directly connected to pier stud 7, using no cushion cap form, expand the passage space under bridge floor, in addition tubular column main body is using empty
Steel and cement consumption are greatly saved in heart thin-wall construction, and cost reduces, and economic benefit is obvious.Linkage section 6 is solid cast-in-place mixed
Xtah Crude Clay structure, using UHPC structure, for connecting the pier stud 7 of tubular column main body and top.
In another technical solution, the diameter of the tubular column main body is 2~4m, and wall thickness is 25~35cm, the back cover
5 height of concrete is 2~5m.According to requirement for bearing capacity come the diameter and wall thickness of reasonable set tubular column main body, according further to specific
Soil property situation reasonable arrangement bottom concrete 5 height.
In another technical solution, section 1 inside in the tubing string bottom is provided with the blade foot with blade foot tyre tread, outside the blade foot
Coat blade foot steel plate 4.Blade foot is arranged in tubing string bottom section 1, and it is blade foot tyre tread that blade foot, which divides into horizontal support surface, and the above are swords for blade foot tyre tread
Foot inclined-plane is each provided at prefabricated 1 inside of tubing string bottom section, while reinforcing blade foot using blade foot steel plate 4 to prevent blade foot thread damages.
Connection in another technical solution, between the tubing string bottom section 1, more standard tubing string section 2 and tubing string top section 3
Using welding, flange bolt connection or mechanical splice connection.The connection structure of use must guarantee pile quality, it is ensured that structure is whole
Property and shear behavior etc. meet design requirement.In addition mechanical splice can be engaging type connector, Snap-in joint, grout sleeve
Connector, nipple, I-shaped type joint etc..
In another technical solution, the tubular column main body is concrete structure and the double-deck reinforcement steel of inside concrete setting
Muscle.Tubular column main body two stage cultivation in prefabricated processing factory is prefabricated, and each segment inside concrete is respectively provided with double steel bar, improves mixed
Solidifying soil intensity, the horizontal bearing capacity and bending strength of tubing string segment.
As shown in Fig. 2 to 6, the construction method on bridge major diameter precast concrete tubular column basis includes the following steps:
S1: using non-drainage subsidence technique combination static pressure method sinking tubing string bottom section 1；Tubing string bottom section 1 uses non-drainage subsidence
Technique mainly passes through load static pressure in soft layer, and cooperation twists suction dredging plant, it is ensured that tubing string bottom 1 sinking watching of section is steady,
It is balanced；It is dredged adjustment when tubing string sinking watching glances off by twisting suction equipment；Water level in digging process tubing string is controlled, is kept
Inside and outside water level meets design requirement；When section 1 sinking in tubular pole bottom is obstructed, reinforces management of dredging in stake according to the actual situation, adjust simultaneously
Water-head inside and outside whole stake, after tubular pole bottom section 1 sinks to specified absolute altitude, removal static pressure load；
S2: first segment standard pipe shell of column 2 is connect with tubing string bottom section 1, equally uses non-drainage subsidence technique combination static pressure
Method sinking first segment standard pipe shell of column 2；When tubing string bottom section 1 sinks to design height, on-site hoisting first segment standard pipe shell of column 2,
Structure connection is carried out with tubing string bottom section 1；After the completion of tubing string segment connects height, continue to load static pressure on first segment standard pipe shell of column 2；
S3: the quasi- tubing string section 2 of the second feast-brand mark is successively connected on first segment standard pipe shell of column 2 and uses non-drainage subsidence technique
In conjunction with the static pressure method sinking quasi- tubing string section 2 of the second feast-brand mark, the quasi- tubing string section 2 of third feast-brand mark is connected simultaneously in the quasi- tubing string section 2 of the second feast-brand mark
Using the quasi- tubing string section 2...... of non-drainage subsidence technique combination static pressure method sinking third feast-brand mark in the quasi- tubing string section 2 of N-1 feast-brand mark
Connect the quasi- tubing string section 2 of N feast-brand mark and using the non-drainage subsidence technique combination static pressure method sinking quasi- tubing string section 2 of N feast-brand mark；
S4: under quasi- 2 upper connector capital of the tubing string section section 3 of N feast-brand mark and using non-drainage subsidence technique combination static pressure method
Immersed tube capital section 3；More standard tubing string section 2, the connection of tubing string top section 3 are consistent with 1 sinking of section of tubing string bottom with subsidence process, mainly
Using suction dredging plant is twisted, the local sand for excavating tube caisson foudations leading portion reduces tubing string sinking side friction and end resistance, leads to
Tubing string self weight and static pressure load are crossed to ensure the steady sinking of tubing string segment, sandy soils 10 as shown in Figures 2 and 3 and Soft Soil Layer
11；After tubing string bottom section 1 enters lithosphere, in horizon d 9 as shown in Figure 4, injection auxiliary is carried out using weight and is sunk, it is ensured that is met
Designed elevation and pile penetration requirement；To prevent from being destroyed at the top of tubing string by hammering, dedicated UHPC sections of the connection on tubing string top, tubular pole is complete
At rear dismounting；
S5: at tubing string bottom, section 1 carries out the construction of bottom concrete 5；As shown in figure 5, tubing string bottom absolute altitude meets design requirement
Afterwards, the strand suction device at tubing string bottom is removed；Concreting conduit is installed, tube caisson foudations bottom concrete 5 is poured, improves tubing string
The end resistance on basis.
S6: construction linkage section 6, as shown in fig. 6, installing end template in tubing string top section 3 and binding 6 reinforcing bar of linkage section, so
6 template of linkage section is installed afterwards, is finally attached 6 cast-in-place construction of section；Pass through the linkage section of pre-embedded bolt installation foundation and pier stud 7
End template under 6, end template arrange molding according to design requirement without recycling, by the reinforcing bar of the linkage section 6 in tubing string top section 3,
Bind the reinforcing bar of linkage section 6；6 template of linkage section is installed, the concrete of 7 linkage section 6 of tubular column main body and pier stud is poured；Tubular column main body
After the completion of the construction of 7 linkage section 6 of pier stud, construct into bridge pier column 7 and bent cap 8.
In the above-mentioned technical solutions, the location and installation of the first section tubing string bottom section 1 of precast concrete tubular column, tubing string are carried out first
It after bottom section 1 is sunk in place, then carries out the connection of standard pipe shell of column 2 installation and sinks, prefabricated pipe stake top section 3 of finally constructing, tubing string is each
The sinking construction of segment can be used static pressure technique, and cooperation twists suction and dredges technology, as necessary by installing dedicated UHPC tubing string section
Cooperation is sunk using hammering method auxiliary.Construction method of the present invention, large diameter pile foundation use hollow cylinder structure, can give full play to
The side friction and end resistance force characteristic of large diameter pile foundation；The prefabricated tubing string of major diameter uses fabricated construction technique, convenient, function of constructing
Effect is high；Formation of pile is not necessarily to mud off, and noise is low, has short construction period, time saving material-saving, operating efficiency height, construction environmental protection
The advantages that.Construction method of the present invention is suitable for the construction of Urban Bridge large diameter pipe column foundation.
In another technical solution, before step S1, merogenesis first is carried out to the tubular column main body that needs are constructed, is then existed
Precast plant is prefabricated to the tubing string bottom section 1, more standard tubing string section 2 and 3 progress of tubing string top section of merogenesis, and finally transport is existing to constructing
?.
In the above-mentioned technical solutions, by checking each segmental length of structure bending resistance classifying rationally tubular column main body, each section is avoided
Section junction is not moment of flexure maximum point.Prefabricated each segment is carried out in prefabricated processing factory, then transports to construction site and carries out
Fabricated construction.Before construction, levelling of the land is carried out to tube caisson foudations construction area, surveying setting-out determines that prefabricated tubing string is accurate
Position.After the completion of tubing string bottom section 1 is prefabricated, transport to scene is lifted to design position by equipment, measures precise positioning, it is ensured that
The plan-position of tubing string and verticality meet design requirement.Installation twists suction dredging plant, twists suction dredging plant and is installed on pipe
Column bottom 1 lower part of section, excavates prefabricated tubing string column subsoil earth, reduces tubing string end resistance, stake subdrilling slag is by twisting suction equipment tap
Outside.
In another technical solution, non-drainage subsidence technique is to be constructed by twisting suction dredging plant；Static pressure method
To apply static pressure load in tubing string upper surface；Only apply static pressure load under soft layer such as sandy soils 10 and Soft Soil Layer 11；?
Under horizon d 9, UHPC sections are connected on tubing string, and UHPC sections of auxiliary tubing strings are hammered by weight and are sunk.
In another technical solution, as shown in fig. 7, scum pipe 13 is vertically positioned at tubing string base in non-drainage subsidence technique
The center of plinth, 13 lower end of scum pipe are provided with mechanism 12 of dredging comprising: fixed ring 121, inner ring pass through more connections
Bar is connected on scum pipe 13 and the lucky horizontal snap of the fixed ring 121 is in the card slot on the inside of the blade foot；Rotational sleeve, position
It in 121 lower section of fixed ring and is sheathed on outside scum pipe 13, the rotational sleeve is driven in scum pipe 13 by driving mechanism
Axis rotation；Outer drill bit 123 of dredging, is arranged for multiple and circumferential uniform intervals along scum pipe 13, the outer drill bit of dredging
123 are connected by the support rod 122 that level is fixed on rotational sleeve top, and the outer drill bit 123 of dredging is downwardly away from scum pipe
13 center is obliquely installed；Inside dredge drill bit 124, be arranged for multiple and circumferential uniform intervals along scum pipe 13, it is described in
Drill bit 124 of dredging is connected by being fixed on the lantern ring of rotational sleeve lower part, and the interior drill bit 124 of dredging also is downwardly away from scum pipe
13 center is obliquely installed.
In the above-mentioned technical solutions, by that will dredge mechanism 12 and scum pipe 13 combines, equipment optimizes integration.
Fixed ring 121 can be sticked in the included interior side bayonet slot of blade foot, realize the stabilization of 13 position of scum pipe, facilitated and stablized the row of dredging
Slag, fixed ring 121 can be set as needed two or more；Rotational sleeve is connected by the driving mechanism on the ground of construction site
The rotation of powered rotatable sleeve to drive outer dredge drill bit 123 and the interior rotation of drill bit 124 of dredging, and then is realized and is dredged；Outer digging
Abundant, raising dredging efficiency, in addition, interior drill bit 124 of dredging of dredging is realized in the combination of mud drill bit 123 and interior drill bit 124 of dredging
Be less than the acute rake angle of dredge outside drill bit 123 and vertical direction with the acute rake angle of vertical direction, inside dredge drill bit 124 mainly to
Under dig into, and drill bit 123 of dredging outside is expanded outward and is dug into.
In conjunction with the municipal viaduct foundation design condition in Wuhan, tube caisson foudations of the invention are held with what cast-in-plase pile reached
When the overall performances such as load power are the same, concrete amount comparison is as shown in the table:
Under the conditions of general geology, the overall performances one such as bearing capacity that tube caisson foudations of the invention and cast-in-plase pile reach
When sample, single earthwork is caused to increase although prefabricated tube caisson foudations of the invention are relatively large in diameter, site operation is without carrying out
Basis pours and maintenance construction, and construction efficiency is substantially improved.
Although the embodiments of the present invention have been disclosed as above, but its is not only in the description and the implementation listed
With it can be fully applied to various fields suitable for the present invention, for those skilled in the art, can be easily
Realize other modification, therefore without departing from the general concept defined in the claims and the equivalent scope, the present invention is simultaneously unlimited
In specific details and legend shown and described herein.
Claims (10)
1. bridge major diameter precast concrete tubular column basis characterized by comprising
Tubular column main body comprising sequentially connected tubing string bottom section, more standard tubing string section and tubing string top section from bottom to up, the pipe
Column ontology is the tube-in-tube structure of inner hollow and is vertically positioned in soil layer that the tubular column main body bottom is close by bottom concrete
Envelope；
Linkage section is located on soil layer and is solid construction, and the linkage section lower end connecting tube capital section, upper end are directly connected to pier
Column.
2. bridge major diameter precast concrete tubular column basis as described in claim 1, which is characterized in that the tubular column main body
Diameter is 2~4m, and wall thickness is 25~35cm, and the bottom concrete height is 2~5m.
3. bridge major diameter precast concrete tubular column basis as described in claim 1, which is characterized in that in the tubing string bottom section
Side is provided with the blade foot with blade foot tyre tread, the blade foot outer cladding blade foot steel plate.
4. bridge major diameter precast concrete tubular column basis as described in claim 1, which is characterized in that the tubing string bottom section,
Connection between more standard tubing string section and tubing string top section is using welding, flange bolt connection or mechanical splice connection.
5. bridge major diameter precast concrete tubular column as described in claim 1 basis, which is characterized in that the tubular column main body is
The double-deck stiffener is arranged in concrete structure and inside concrete.
6. the construction method on bridge major diameter precast concrete tubular column basis, which comprises the steps of:
S1: using non-drainage subsidence technique combination static pressure method sinking tubing string bottom section；
S2: first segment standard pipe shell of column is connect with tubing string bottom section, is equally sunk using non-drainage subsidence technique combination static pressure method
First segment standard pipe shell of column；
S3: successively connecting the quasi- tubing string section of the second feast-brand mark on first segment standard pipe shell of column and is combined using non-drainage subsidence technique quiet
The platen press sinking quasi- tubing string section of the second feast-brand mark, connects the quasi- tubing string section of third feast-brand mark in the quasi- tubing string section of the second feast-brand mark and use does not drain
The quasi- tubing string section ... of subsidence process combination static pressure method sinking third feast-brand mark connects N feast-brand mark in the quasi- tubing string section of N-1 feast-brand mark
Quasi- tubing string section simultaneously uses the non-drainage subsidence technique combination static pressure method sinking quasi- tubing string section of N feast-brand mark；
S4: in the quasi- tubing string section upper connector capital section of N feast-brand mark and non-drainage subsidence technique combination static pressure method sinking tubing string is used
Push up section；
S5: at tubing string bottom, section carries out the construction of bottom concrete；
S6: construction linkage section.
7. the construction method on bridge major diameter precast concrete tubular column as claimed in claim 6 basis, which is characterized in that in step
Before rapid S1, merogenesis first is carried out to the tubular column main body that needs are constructed, then in precast plant to the tubing string bottom section of merogenesis, more standard
Tubing string section and the section progress of tubing string top are prefabricated, finally transport to construction site.
8. the construction method on bridge major diameter precast concrete tubular column as claimed in claim 6 basis, which is characterized in that do not arrange
Water subsidence process is to be constructed by twisting suction dredging plant；Static pressure method is to apply static pressure load in tubing string upper surface；Soft
Lower application static pressure load of weak soil layer；Under horizon d, UHPC sections are connected on tubing string, and UHPC sections of auxiliary tubes are hammered by weight
Column sinks.
9. the construction method on bridge major diameter precast concrete tubular column as claimed in claim 6 basis, which is characterized in that step
S6 construction linkage section method particularly includes: install end template in the section of tubing string top and bind linkage section reinforcing bar, then install linkage section
Template is finally attached a section cast-in-place construction.
10. the construction method on bridge major diameter precast concrete tubular column as claimed in claim 6 basis, which is characterized in that no
In drainage sink technique, scum pipe is vertically positioned at the center of tube caisson foudations, and the scum pipe lower end is provided with mechanism of dredging, packet
It includes:
Fixed ring, inner ring is connected on scum pipe by more connecting rods and the lucky horizontal snap of the fixed ring is in blade foot
In the card slot of side；
Rotational sleeve, be located at fixed ring below and be sheathed on outside scum pipe, the rotational sleeve by driving mechanism driving around
The central axes of scum pipe rotate；
Outer drill bit of dredging, is arranged for multiple and circumferential uniform intervals along scum pipe, and the outer drill bit of dredging is solid by level
Support rod due to rotational sleeve top connects, and the center that the outer drill bit of dredging is downwardly away from scum pipe is obliquely installed；
Inside dredge drill bit, be arranged for multiple and circumferential uniform intervals along scum pipe, it is described in dredge drill bit by being fixed on
The lantern ring of rotational sleeve lower part connects, and the center that the interior drill bit of dredging also is downwardly away from scum pipe is obliquely installed.
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| CN112012109A (en) * | 2020-08-25 | 2020-12-01 | 华恒建设集团有限公司 | Construction process of ultra-small-spacing double-limb pier stud |
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| Publication number | Publication date |
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| CN109989346B (en) | 2023-11-10 |
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