CN107642040A - The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter - Google Patents
The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter Download PDFInfo
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Abstract
The invention discloses a kind of construction method of the hollow clump of piles anchorage of super-large diameter, including：1) multiple stake holes are from top to bottom excavated until stake bottom：External mold, and slip casting of being rockfilled between hole wall and inside are set while each stake holes is excavated in the inside of stake holes；2) internal model is set in the inside of external mold, then steel reinforcement cage, Grouting Pipe is arranged between internal model, external mold, then casting concrete；3) secondary grouting is carried out until reaching bearing requirements to stake bottom by Grouting Pipe；4) in the pre-buried cushion cap connection reinforcing bar of stake top, and the internal model that binds is installed, pile body is bound；Bound after pile body and stake top after concrete reaches intensity, installation platform mould, finally pour cushion cap and anchor system；Wherein, stake holes, internal model, the bore of external mold successively decrease in step type from top to bottom.Building the hollow clump of piles anchorage of super-large diameter formed by the construction method has excellent bearing capacity.
Description
Technical field
The present invention relates to Analysis of Suspension Bridges ' Anchorage, in particular it relates to a kind of construction method of the hollow clump of piles anchorage of super-large diameter.
Background technology
The supporting member of suspension bridge is mainly made up of main push-towing rope, bridge tower and anchorage three parts.Wherein the deadweight of crossstructure and
Primary load is conducted to bridge tower by main push-towing rope, and main push-towing rope both ends are only anchored by anchorage structures, and its internal force is delivered to ground by anchorage
In base, therefore the bearing capacity of anchorage structures is the key member for the resistance to overturning for determining suspension bridge.
Chinese Highway suspension bridge gravity anchor basis present situation：Domestic the most frequently used anchorage based Carrying Scheme is gravity type anchor
Heavy stone used as an anchor, its bearing principle is to be pulled to by the deadweight of anchorage structures to balance the vertical of anchor cable, by between anchorage bottom and ground
Frictional force balances the horizontal pull of anchor cable.The arrangement and method for construction of Analysis of Suspension Bridges ' Anchorage includes the schemes such as diaphram wall, open caisson, and it is special
Point includes：
(1) diaphram wall anchorage construction scheme
This scheme is the most commonly used, suitable for a variety of geological conditions.The program carries out diaphram wall cofferdam construction first,
Bar-mat reinforcement is transferred in foundation ditch after cofferdam construction, laminated pouring concrete, eventually forms armored concrete anchorage structure.
Wherein the outsourcing scope of diaphram wall is much larger than the field of load of anchorage structures, and as other support systems, its function is only
Only it is earth-retaining sealing, and is not involved in sharing the load of main push-towing rope, causes the significant wastage of material.Construction of diaphragm wall needs simultaneously
The special-purpose machineries such as slotter are used, in the more rich stratum construction of underground water, it is also necessary to notice that the occlusion between wall width stops
Water, it is higher to construction requirement, therefore cost is costly.
(2) open caisson anchorage construction scheme
The program is by being fetched earth in large volume pit shaft, and shaft structure synchronously sinks basis of formation knot under Gravitative Loads
Structure.This shaft structure bulky, good integrity, its bearing capacity is up to tens thousand of tonnes.But restricted by construction method, well
Cylinder Zhou Tuti has inevitably been cut in cylinder sinking watching, has caused excessive relative displacement, cylinder week native frictional resistance has been destroyed, leads
Cause the loss of well foundation vertical bearing capacity serious.And often limited in work progress, deadweight needed for well sinking beyond structural strength
Value, construct in the uneven soil layer of geology and easily tilt, it is extremely difficult to correct.Therefore recent years open caisson scheme is constructed in Analysis of Suspension Bridges ' Anchorage
In application it is few.
It can see from above two scheme, the universal bulky of gravity anchor, determine that its excavated volume is big, coagulation
The characteristics of native dosage is more, long in time limit, and cost is high.By Hunan exemplified by certain large-scale suspension bridge is built (Figure 10), its tension of main cable is up to
8.75×105KN, cohesive soil decomposed rock stratum is in, using traditional diaphram wall gravity anchor base side anchorage
Plinth.The gravity anchor concrete amount is up to 160,000 sides, accounts for the 90% of the total dosage of full-bridge concrete, cost 1.37 hundred million, two sides
Anchorage total cost is the 15% of full-bridge total cost, it is seen that its importance.
Although gravity anchor structural bearing scheme is most widely used, but its essential defect is the earth resistance abandoned comprehensively
With excessive deadweight.Gravity anchor bearing principle is to balance the vertical force component of main push-towing rope by the huge counterweight of its own, is led to
Anchor Foundation is crossed with frictional resistance (f=0.2G) caused by basal surface or build-in force to balance the horizontal component of main push-towing rope, wherein horizontal
Component is the major part of main push-towing rope load.In gravity anchor conceptual design another very important horizontal bearing because
Element --- the passive resisting force of the anchorage tension face soil body is almost completely neglected, therefore to reach the purpose of increase substrate frictional force, anchor
Heavy stone used as an anchor volume has to be designed to very greatly, excessive waste not only to be caused on material, and excessive deadweight is to substrate supporting course soil
The bearing capacity of body requires very high, and this defect is the main reason for causing gravity anchor structural cost high,
Hinder a wide range of popularization of suspension bridge.
(3) clump of piles anchorage scheme
Multi-column pier foundation is made up of stake and cushion cap two parts, suitable for the higher geological conditions of shearing strength, can be given full play to
Laterral earth resistance on piles resists horizontal loading, is conventional horizontal bearing scheme.Its load transfer route is upper load by holding
Platform distributes to each stake, and foundation pile is delivered to load in deep foundation base again, and pile strength and soil around pile drag are to determine during this
Determine the key factor of Its ultimate bearing capacity, pile body diameter is bigger, then pile strength is stronger.Current domestic large diameter pile rig pore-forming
The diameter limit is 3~5m, is insufficiently resistant to tens thousand of tons of main push-towing rope horizontal pulls suffered by anchorage, therefore anchorage is held using multi-column pier foundation
Load scheme needs stake footpath up to more than 10 meters of super-large diameter stake.
According to structural mechanics principle, when the foundation pile structure both ends for bearing evenly load use the hinged scheme in the clamped one end in one end
When, pile body maximal bending moment is about 1.5 times that both ends use clamped scheme, therefore the multi-column pier foundation of horizontal bearing must reach as far as possible
Two fixed ends, to reduce Internal forces.General stake bottom in embedded basement rock by can reach clamped condition, and stake top only has increase to hold
Platform rigidity could meet clamped condition, but meet the clamped company of stake top up to for more than 10 meters of super-large diameter stake for diameter
The cushion cap for connecing requirement is highly up to tens of rice, and this will substantially increase cushion cap volume, be unfavorable for structure optimization.Such as use hollow pile
Construction, then meeting the cushion cap thickness of clamped condition can greatly reduce, and hollow pile scheme not only reduces basic deadweight, has saved and has made
Valency, and do not have larger reduction compared to its anti-bending strength for solid pile.As can be seen here, the hollow construction of foundation pile is Anchor Foundation
The only way of super-large diameter clump of piles scheme.
The lifting of the hollow foundation pile scheme of super-large diameter ripple steel cofferdam borehole：The construction of anchorage multi-column pier foundation super-large diameter stake
Scheme needs to meet two principles：First, ensure the water-tight not collapse hole of pore forming process, second, excessive disturb can not be produced to soil around pile
It is dynamic, destroy earth resistance.China's drilling rig technique has evolved to the large diameter drill hole pile that can complete 4~5m of diameter, but 10m at present
More than super-large diameter stake can not also drill at present completions, construction technology is still immature and drilled pile is conducted oneself with dignity excessive (weigh and holds certainly
Carry the half of power) it is the main reason for limiting its development.This arrangement and method for construction in super-large diameter stake pore forming process it is difficult to ensure that
Sealing not collapse hole, it is impossible to meet mentioned above principle, should not use.
Anhui Expressway Holding Corp. in traditional well foundation side wall implantation root key it has been suggested that form base type foundation
Bearing method (as shown in figure 11, referring to patent document：Base type foundation and construction method, the patent No. 200610038147.5),
This method and traditional well foundation, pile foundation are different, and structure type is more complicated, and force-mechanism is still when being interacted with the soil body
Indefinite, sedimentation and deformation is also difficult to predict.Because this method is still based on caisson structure, the soil body will be cut in work progress, will be broken
The side friction of bad soil, and the concrete pricker squeezed into barrel will produce obvious disturbance to cylinder Zhou Tuti, destroy the drag of soil,
Therefore this programme is not suitable for the construction of super-large diameter stake pile yet.
The content of the invention
It is an object of the invention to provide a kind of construction method of the hollow clump of piles anchorage of super-large diameter, what the construction method was built
The hollow clump of piles anchorage of super-large diameter has excellent bearing capacity, while the spy for also having and saving drilled pile volume, shorten the duration
Put and then make it have distinct economic.
To achieve these goals, the invention provides a kind of hollow clump of piles anchorage of super-large diameter, including super-large diameter are empty
A heart clump of piles, cushion cap and anchor system；The hollow clump of piles of super-large diameter is by the more pile body being vertically arranged organic compositions, the bottom of pile body
Hold in build-in and Rock And Soil and upper end build-in is in the inside of the bottom of cushion cap；Anchor system is arranged at the top of cushion cap to connect master
Cable；Wherein, pile body is hollow pile body, and the internal diameter of pile body successively decreases in step type from top to bottom with external diameter.
The invention provides a kind of construction method of the hollow clump of piles anchorage of super-large diameter, including：
1) multiple stake holes are from top to bottom excavated until stake bottom：In the inside of stake holes, setting is outer while each stake holes is excavated
Mould, and slip casting of being rockfilled between hole wall and inside；
2) internal model is set in the inside of external mold, then steel reinforcement cage, Grouting Pipe is arranged between internal model, external mold, then poured
Build concrete；
3) secondary grouting is carried out until reaching bearing requirements to stake bottom by Grouting Pipe；
) in the pre-buried cushion cap connection reinforcing bar of stake top, and the internal model that binds is installed, pile body is bound；Treat pile body and stake top envelope
After top concrete reaches intensity, installation platform mould, cushion cap and anchor system are finally poured；
Wherein, stake holes, internal model, the bore of external mold successively decrease in step type from top to bottom.
In the above-mentioned technical solutions, the present invention successfully solves super-large diameter stake pile using internal model manually digging hole scheme and asked
Topic；The hollow clump of piles system of Anchor Foundation super-large diameter include super-large diameter stake, cushion cap and connect main push-towing rope anchor system (including
Upper anchor block, dissipate the part such as cable saddle and front support) three parts.Main bending resistance component of the hollow clump of piles of super-large diameter as system, bottom
End is mounted in basement rock, and top build-in enters cushion cap certain depth.Stake external diameter successively decreases in step type from top to bottom, into micro- decomposed rock
Reach not collapse hole condition, stake footpath just no longer changes, and is hollow construction inside pile body (construction drawing is shown in Figure 12)；Its core technology be
Inside and outside mould is used in drilled pile, slip casting of being rockfilled between external mold and hole wall forms brill and buries hollow pile；Side wall can be ensured in work progress
Do not collapse, inside and outside mould can one-piece casting with pilework.In terms of structure optimization angle, when stake bottom is propped up in basement rock, bottom can be suitably reduced
Portion stake footpath, form up big and down small vertical variable cross-section pile-type.The pattern either in the dosage of steel or concrete all more
To save, and stress characteristic and manually digging hole arrangement and method for construction perfect unity, construction technology are more ripe.
Relative to a solid clump of piles, the present invention has advantages below：
1) the hollow construction of stress characteristic is more met
For multi-column pier foundation, in order to effectively distribute upper load, clump of piles bearing capacity is given full play to, it is necessary to ensure to hold
The size of platform must be corresponding with the diameter of foundation pile, and the more big then dimension of platform of foundation pile is bigger.Simultaneously to reduce pile body maximal bending moment,
Also require that stake end forms clamped connection, Pile-cap Rigidity is significantly larger than pile body stiffness.Super-large diameter stake external diameter can reach more than 10 meters,
Tens of rice are up to based on the corresponding cushion cap thickness of considerations above, the cushion cap of such large volume not only adds additional anchorage base
The deadweight of plinth, greatly test is proposed to the bearing capacity of bottom supporting course, and waste volume of concrete, added engineering and make
Valency.In order to solve the problems, such as that cushion cap is excessive, foundation pile is necessarily arranged to hollow-core construction, so as to greatly reduce foundation pile size and cushion cap
Volume, efficiently solve the adverse effect that ultra-large volume cushion is brought.
In addition critical piece of the foundation pile as bending resistance, its anti-bending strength are directly related with bending resistant section the moment of inertia I.Foundation pile is empty
The advantage of heart construction is, although the net area of ring section is much small compared to for the circular cross-section of solid pile, cuts
Face the moment of inertia I penalty values are very faint, and (such as stake internal diameter takes the half of external diameter, 7%) the moment of inertia only have lost.This stud is cut
Face is by under the conditions of curved, and maximal bending moment is located at the outside in stake section, in order to give full play to the tensile property of reinforcing bar, by stress cage bar
Moment of flexure maximum on section is arranged in, therefore hollow circular section more has the arrangement using stress cage bar.
2) realization of stake bottom secondary grouting
Cross pre-buried injected hole and concrete grout is pressed into stake bottom high pressure so that pile body produces micro upper lift, equivalent to stake bottom
It is applied with prestressing force.This technique has not only carried out consolidation process to stake substratum, significantly reduces the settlement amount after construction of pile body.
And when supporting course is strong soil layer, secondary grouting is counter to lift pile body equivalent to the bearingtest for having carried out a hollow pile,
The allowable bearing of pile body can be obtained with inverse according to grouting pressure σ and the upper lift amount Δ of hollow pile corresponding relation, to test
Calculate the design bearing capacity of single pile.And traditional solid stake construction is limited by the immense pressure of excessive deadweight and concrete solid, coagulation
Soil paste liquid can not be injected by Grouting Pipe.The realization of secondary grouting is that hollow pile constructs an exclusive big advantage.
3) the loading characteristic stairstepping variable cross-section construction mutually unified with construction technology
When super-large diameter hollow pile lower end is mounted in basement rock, after upper end build-in enters cushion cap bottom certain depth, pile body is curved
Square distribution presentation upper and lower ends are big, middle small feature.Because lower end is embedded in basement rock, bending rigidity is larger, therefore can be to stake bottom
Section optimizes, and stake bottom diameter can suitably reduce, to reach the purpose for saving material.And stake top is relatively large in diameter, pass through insertion
Cushion cap can also reach larger bending rigidity.To sum up consider, foundation pile diameter is from top to bottom arranged to stepped decrement scheme, can be filled
The bending resistance of pile body is waved in distribution.Consider that stepped non-uniform pile footpath is not only advantageous to the lifting of construction equipment from construction angle,
And more ensureing the compactness poured between neighbouring two ring, construction technology is more easy.
4) corrugated steel retaining wall manually digging hole is constructed
The excavation construction of super-large diameter stake, manually digging hole drilling scheme is added using ripple steel cofferdam retaining wall.It is heavy compared to tradition
For well basis, disturbance of manual pore-forming's mode to pile peripheral earth is minimum, can remain the frictional force of soil around pile to greatest extent,
And between ripple steel cofferdam and the native wall of surrounding after the casting concrete of space, pile perimeter resistance can increase several times.And conventional drilling machine
Excavate hole forming method not only to be limited by stake footpath, also need to be aided with mud off in digging process, mud will weaken hole Zhou Tubi
Frictional resistance.Under the conditions of identical geology, the side friction of open caisson construction is about 0.3~0.5 times of drilling construction scheme, and ripple
The side friction of steel retaining wall manually digging hole construction is about 1.3 times of drilling construction scheme.Therefore, using this programme pore-forming, stake week
Frictional resistance performance is most abundant, and construction technology is also the easiest.
During concrete application, on the basis of Ji'an City super-large diameter ripple steel cofferdam borehole hollow pile successful application,
Single pile construction technology is incorporated into anchorage multi-column pier foundation, proposes that a kind of suspension bridge super large is straight according to the bearer properties of anchorage structures
The hollow clump of piles anchorage structures scheme in footpath and construction method.This structure type can not only give full play to the passive anti-of pile peripheral earth
The earth resistance of power, stake subsoil frictional force and Rigid Pile tension side, and hollow construction is not on the premise of bearing capacity is lost
30% or so deadweight is alleviated, forms a set of safe and reasonable, cost-effective new type suspension bridge Anchor Foundation design.
Other features and advantages of the present invention will be described in detail in subsequent specific embodiment part.
Brief description of the drawings
Accompanying drawing is for providing a further understanding of the present invention, and a part for constitution instruction, with following tool
Body embodiment is used to explain the present invention together, but is not construed as limiting the invention.In the accompanying drawings：
Fig. 1 is the structural representation of the preferred embodiment of the hollow clump of piles anchorage of super-large diameter provided by the invention；
Fig. 2 is the horizontal bearing schematic diagram of the hollow clump of piles anchorage of super-large diameter provided by the invention；
Fig. 3 is the floor map of the hollow clump of piles anchorage of super-large diameter provided by the invention；
Fig. 4 is the cutaway view Amplified image of part A in Fig. 3；
Fig. 5 is the floor map of the hollow clump of piles of super-large diameter in Fig. 1；
Fig. 6 is the assembly structure diagram of corrugated steel and bolt provided by the invention；
Fig. 7 is the floor map of ripple steel cofferdam provided by the invention；
Fig. 8 is the three-dimensional structure diagram of ripple steel cofferdam provided by the invention；
Fig. 9 is the construction process schematic diagram of the hollow clump of piles anchorage of super-large diameter provided by the invention；
Figure 10 is the structural representation of suspension bridge gravity anchor structure in the prior art；
Figure 11 is the structural representation of base type foundation in the prior art；
Figure 12 is the job site figure of the hollow clump of piles anchorage of super-large diameter provided by the invention.
Description of reference numerals
1st, pile body 2, cushion cap
3rd, upper anchor block 4, scattered cable saddle
5th, forward support block 6, main push-towing rope
7th, Rock And Soil 8, bolt
10th, first floor ripple steel cofferdam 11, middle level ripple steel cofferdam
12nd, bottom ripple steel cofferdam 13, slip casting of rockfilling
14th, cobble sand-gravel cushion 15, bottom section corrugated steel internal model
16th, interlude corrugated steel internal model 17, concrete
18th, bind concrete 19, Grouting Pipe
20th, rock-bolt
Embodiment
The embodiment of the present invention is described in detail below in conjunction with accompanying drawing.It should be appreciated that this place is retouched
The embodiment stated is merely to illustrate and explain the present invention, and is not intended to limit the invention.
In the present invention, in the case where not making opposite explanation, " inside and outside, the upper and lower noun of locality being included in term is only
Represent orientation of the term under normal service condition, or be skilled artisan understands that be commonly called as, and be not construed as to this
The limitation of term.
The invention provides a kind of hollow clump of piles anchorage of super-large diameter, and it is empty that super-large diameter is included as shown in Fig. 1-5 and Fig. 9
A heart clump of piles, cushion cap 2 and anchor system；The hollow clump of piles of super-large diameter is by the more organic compositions of the pile body being vertically arranged 1, pile body 1
Bottom build-in and Rock And Soil 7 in and upper end build-in in the inside of the bottom of cushion cap 2；Anchor system is arranged at the top of cushion cap 2
To connect main push-towing rope 6；Wherein, pile body 1 is hollow pile body, and the internal diameter of pile body 1 is passed in step type from top to bottom with external diameter
Subtract.
In the hollow clump of piles anchorage of above-mentioned super-large diameter, by by pile body 1 and lower in the stepped setting successively decreased, for
For multi-column pier foundation, in order to effectively distribute upper load, clump of piles bearing capacity is given full play to, it is necessary to ensure that the size of cushion cap is necessary
Corresponding with the diameter of foundation pile, the more big then dimension of platform of foundation pile is bigger.Simultaneously to reduce pile body maximal bending moment, stake end shape is also required
Into clamped connection, Pile-cap Rigidity is significantly larger than pile body stiffness.Super-large diameter stake external diameter can reach more than 10 meters, based on considerations above
Corresponding cushion cap thickness is up to tens of rice, and the cushion cap of such large volume not only adds additional the deadweight of Anchor Foundation, right
The bearing capacity of bottom supporting course proposes greatly test, and wastes volume of concrete, adds construction costs.In order to solve to hold
The problem of platform is excessive, foundation pile are necessarily arranged to hollow-core construction, so as to greatly reduce foundation pile size and cushion cap volume, effectively solve
The adverse effect that ultra-large volume cushion is brought.
In addition critical piece of the foundation pile as bending resistance, its anti-bending strength are directly related with bending resistant section the moment of inertia I.Foundation pile is empty
The advantage of heart construction is, although the net area of ring section is much small compared to for the circular cross-section of solid pile, cuts
Face the moment of inertia I penalty values are very faint, and (such as stake internal diameter takes the half of external diameter, 7%) the moment of inertia only have lost.This stud is cut
Face is by under the conditions of curved, and maximal bending moment is located at the outside in stake section, in order to give full play to the tensile property of reinforcing bar, by stress cage bar
Moment of flexure maximum on section is arranged in, therefore hollow circular section more has the arrangement using stress cage bar.
In the present invention, the internal structure of pile body 1 can select in wide scope, but in order that obtain super-large diameter sky
Heart clump of piles anchorage has more excellent mechanical property, it is preferable that pile body 1 includes external mold, internal model；External mold be arranged at soil around pile and
Between internal model；Slip casting 13 of rockfilling is provided between external mold, soil around pile, steel reinforcement cage is provided between external mold, internal model and has been poured mixed
Solidifying soil 17；It is highly preferred that as shown in 6-8, external mold, internal model are made up of ripple steel cofferdam, and ripple steel cofferdam is by polylith ripple
Line steel is spliced by the dislocation of bolt 8.
Between ripple steel cofferdam and the native wall of surrounding after the casting concrete of space, pile perimeter resistance can increase several times.It is and traditional
Rig excavates hole forming method and not only limited by stake footpath, and under the conditions of identical geology, the side friction of open caisson construction is about drilling construction
0.3~0.5 times of scheme, and the side friction of corrugated steel retaining wall manually digging hole construction is about 1.3 times of drilling construction scheme.Cause
This, using this programme pore-forming, pile perimeter resistance performance is most abundant, and construction technology is also most easy.
In the above-described embodiment, in order to further improve the performance of the hollow clump of piles anchorage of super-large diameter, it is preferable that outer
Grouting Pipe 19 is preset between mould, internal model；One end of Grouting Pipe 19 can extend to the outside of pile body 1, and the other end extends to
The bottom of pile lining is arranged to enable concrete grout to carry out secondary grouting to pile body 1 by Grouting Pipe 19.
Cross pre-buried injected hole and concrete grout is pressed into stake bottom high pressure so that pile body produces micro upper lift, equivalent to stake bottom
It is applied with prestressing force.This technique has not only carried out consolidation process to stake substratum, significantly reduces the settlement amount after construction of pile body.
And when supporting course is strong soil layer, secondary grouting is counter to lift pile body equivalent to the bearingtest for having carried out a hollow pile,
The allowable bearing of pile body can be obtained with inverse according to grouting pressure σ and the upper lift amount Δ of hollow pile corresponding relation, to test
Calculate the design bearing capacity of single pile.And traditional solid stake construction is limited by the immense pressure of excessive deadweight and concrete solid, coagulation
Soil paste liquid can not be injected by Grouting Pipe.The realization of secondary grouting is that hollow pile constructs an exclusive big advantage.
In the above-described embodiment, in order to further improve the performance of the hollow clump of piles anchorage of super-large diameter, it is preferable that slip casting
Pipe 19 is extended to inside cushion cap 2.When super-large diameter hollow pile lower end is mounted in basement rock, upper end build-in enters the depthkeeping of cushion cap bottom one
After degree, bending distribution presentation upper and lower ends are big, middle small feature.Because lower end is embedded in basement rock, bending rigidity is larger, because
This can be optimized to stake basal cross section, and stake bottom diameter can suitably reduce, to reach the purpose for saving material.And stake top diameter compared with
Greatly, larger bending rigidity can also be reached by embedded cushion cap.As can be seen here, foundation pile diameter is from top to bottom arranged into step type to pass
Subtract scheme, the bending resistance of pile body can be given full play to.Consider that stepped non-uniform pile footpath is not only advantageous to construct from construction angle
The lifting of equipment, and more ensure the compactness poured between neighbouring two ring, construction technology is more easy.
In the present invention, in order to further improve the performance of the hollow clump of piles anchorage of super-large diameter, it is preferable that the bottom of pile body 1
The bottom of the concrete in portion is backfilled with cobble sand-gravel cushion 14.The setting of cobble sand-gravel cushion 14 can easily facilitate pile body 1
The concrete of bottom pours；When rock stratum is run at stake bottom can not continue to excavate, Blasting Excavation can be used.
Meanwhile in the present invention, in order to further improve the resistance to plucking effect of the hollow clump of piles anchorage of super-large diameter, it is preferable that
Rock-bolt 20 is provided with the concrete of the bottom of pile body 1, and rock-bolt 20 is extended in the basement rock of bottom.Work as base bits
In on buried basement rock, stake bottom can not be embedded in formation consolidation end in basement rock.In order that stake bottom stability under loading, can bear uplift force
The perforate of Under Pile bottom, set in the injection bottom basement rock of rock-bolt 20, then placement layer by layer pile, anchor pole provide pulling force resistance master
Excessive moment of flexure caused by cable pulling force.Hollow pile construction is easy to anchor bolt construction, could be formed with the resistance to plucking body of effect to a certain extent
System.
In addition, in order to further improve pile bearing capacity, it is preferable that drilling is drilled with the side wall of pile body 1, is set in drilling
It is equipped with root tendon formula steel pipe pricker and root tendon formula steel pipe pricker extends the outside of pile body 1 to form root tendon formula basis.Work as pile bearing capacity
It when insufficient, can be drilled in hollow pile inwall, eject root tendon formula steel pipe pricker to outside hole with jack, form root keyed multi-column pier foundation,
The defects of to remedy pile bearing capacity deficiency.
Further, in order to further improve the moment of flexure resistance of the hollow clump of piles anchorage of super-large diameter, it is preferable that remote
Sandstone is filled with the inner chamber of the pile body 1 of main push-towing rope 6.When the pulling force of main push-towing rope is excessive, and anchorage multi-column pier foundation is by caused by deadweight
Resist torque can not contend with the moment of flexure of main push-towing rope application when, sandstone can be filled in the hollow foundation pile of tension side (away from main push-towing rope end), led to
Cross and increase the deadweight of this part of foundation pile and improve the moment of flexure resistance of Anchor Foundation.The effect of sandstone filler in this scheme
Only increase the counterweight of pile body, be not involved in the unbending of foundation pile, therefore do not interfere with the load distribution of cushion cap, equally also not
Excessive dimension of platform can be caused.
In the hollow clump of piles anchorage of above-mentioned super-large diameter, the concrete structure of anchor system can select in wide scope,
But in order to further improve the hollow clump of piles anchorage anchoring effect of super-large diameter, it is preferable that anchor system includes upper anchor block 3, dissipated
Cable saddle 4 and forward support block 5, upper anchor block 3, forward support block 5 are arranged at intervals at the top of cushion cap 2, dissipate cable saddle 4 and are located at upper anchor block 3, preceding
The top of support block 5 and between upper anchor block 3, forward support block 5, the top for dissipating cable saddle 4 are connected with main push-towing rope 6.So, upper anchor
Block 3, the power system of leading cooperatively formed dissipated between cable saddle 4 and the three of forward support block 5 can be effectively by the pulling force of top main push-towing rope 6
Conduction improves the bearing capacity of anchorage to cushion cap 2.
Meanwhile in the present invention, the combining form of each pile body 1 is changeable in a hollow clump of piles, but for the ease of constructing, preferably
Ground, as shown in figure 5, the distribution form of more pile bodies 1 is：Laterally and longitudinally vertical interlaced is distributed.The hollow clump of piles of super-large diameter into
Regular rectangular shape array is arranged, the setting of a spacing can not only be caused to meet the requirement of efficiency of pile groups, while also reached not shadow
Ring the purpose of the excavation construction of adjacent pile body.
In the present invention in order to further improve the effect of the hollow clump of piles anchorage of super-large diameter, it is preferable that the inwall of soil around pile
On be laid with mud.Also need to be aided with mud off in digging process, mud will weaken hole Zhou Tubi frictional resistance, and then make
It is most abundant to obtain pile perimeter resistance performance, construction technology is also the easiest.
Present invention also offers a kind of construction method of the hollow clump of piles anchorage of super-large diameter, as shown in figure 9, including：
1) multiple stake holes are from top to bottom excavated until stake bottom：In the inside of stake holes, setting is outer while each stake holes is excavated
Mould, and slip casting 13 of being rockfilled between hole wall and inside；The speed of mechanical hole building fetches earth speed, efficiently to take
Soil, in stake top both sides straddle truck can be set to grab bucket and be fetched earth instead of excavator.Excavate first section stake holes and spell first floor ripple steel cofferdam 10
As liner cofferdam, first section cutting depth is usually no more than 4m non-support safety depths.In time toward first floor ripple steel cofferdam 10 with
Rockfilled between hole wall slip casting 13, while excavate second section necking down foundation ditch.Complete second section corrugated steel and be assembled into middle level ripple
After steel cofferdam, rockfill mud jacking 13 on its periphery, then excavates the 3rd section of necking down foundation ditch, repeats first and second section stake holes excavation step,
Until bottom hole assembly bottom ripple steel cofferdam 12 and the mud jacking 13 that rockfills.The assembly of earth excavation and corrugated steel need to keep same stepping
OK, two-part working procedure and speed want reasonable arrangement.Also need to carry out cofferdam sealing protection in the abundant area of underground water, apply
The timely draining in bottom is cheated during work to dry.
More can synchronously be excavated, and the suitable plane dislocation of excavating sequences is excavated, with the too small influence adjacent studs of digging-free spacing
Side soil stabilization, causes collapse hole.Excavate first section stake holes and assembled first segment cofferdam (a parts in Fig. 9), no influence on groundwater
Region can directly use cofferdam 10 of the corrugated steel as first section., should be immediately in cofferdam and stake after being completed in first segment cofferdam
Region is rockfilled slip casting 13 between all soil, while excavates second section necking down foundation ditch, and second section stake holes constriction diameters are 1m, no branch
It is preferably 4m or so to protect cutting depth.After completing second section ripple steel cofferdam assembly, rockfill mud jacking on its periphery, then excavates it
Remaining section necking down foundation ditch, assembled interlude cofferdam 11 (b parts in Fig. 9).Repeat first and second section cofferdam construction, necking down to 10m
After do not continue to necking down, until complete most bottom section ripple steel cofferdam 12 (c parts in Fig. 9).
2) internal model is set in the inside of external mold, then steel reinforcement cage, Grouting Pipe 19 is arranged between internal model, external mold, then
Casting concrete 17；After bottom hole concrete strength is up to standard, the corrugated steel internal model of respective tube, Grouting Pipe 19 and internal model are hung
Tied up jointly, synchronous sinking (from top to bottom including bottom section corrugated steel internal model 15, interlude corrugated steel internal model 16).Grouting Pipe is flat
Pile lining center is positioned on face, i.e., between inside and outside longitudinal reinforcement, embedment is not taken out, and can be used as cage bar.In internal model and hole wall
Between transfer steel reinforcement cage and pass through Grouting Pipe casting concrete 17, formed hollow pile entity part.Repeat installation hollow inner formwork, under
The step of putting steel reinforcement cage and casting concrete, until completing pouring for whole hollow pile body.
After excavating hollow pile bottom, plain bottom concrete bed course, and assembling reinforcement are poured, colligation Grouting Pipe on reinforcing bar,
Pour lower concrete.After concrete has some strength, bottom hollow pile internal model 15 is installed, transfers steel reinforcement cage and pours mixed
17 (d parts in Fig. 9) of solidifying soil.Repeat the step of installation interlude corrugated steel hollow inner formwork 16, decentralization steel reinforcement cage and casting concrete
Suddenly, until completing pouring (e parts in Fig. 9) for whole pile body wall.
3) secondary grouting is carried out until reaching bearing requirements to stake bottom by Grouting Pipe 19；, can after stake side pressure grouting 60 days
To carry out secondary grouting to stake bottom Backfilled Stone Layer by pile base grouting hole, detected during mud jacking and record the pressure data of cement mortar
And the upper lift amount of hollow pile, to adjust the bearing capacity of hollow pile.By controlling slurry pressure and grouting amount, an end can be made
A range of strength and stiffness are fully enhanced, and are not only increased end bearing capacity, are also improved pile side friction simultaneously.
4) in the pre-buried cushion cap connection reinforcing bar of stake top, and the internal model that binds is installed, pile body is bound；Treat pile body and stake top envelope
After top concrete reaches intensity, installation platform mould, cushion cap 2 and anchor system are finally poured；Wherein, stake holes, internal model, external mold
Bore successively decreases in step type from top to bottom.In the connection reinforcing bar of the pre-buried cushion cap of stake top, then the internal model that binds is installed, pile body is entered
Row binds to obtain the concrete 18 that binds.After construction of pile groups, bound after pile body and stake top after concrete reaches some strength, peace
Cap mold is filled, pours cushion cap.In the connection reinforcing bar of the pre-buried cushion cap of stake top, then the internal model that binds is installed, bound (figure to pile body
F parts in 9).Bound after pile body and pile foundation after concrete reaches some strength, installation platform mould, pour cushion cap 2, upper anchor block 3,
Dissipate cable saddle 4 and front support 5.
In this construction method, in order to further reduce the disturbance to pile peripheral earth, it is preferable that in step 1), stake holes
Excavation by being accomplished manually.For traditional well foundation, disturbance of manual pore-forming's mode to pile peripheral earth is minimum,
The frictional force of soil around pile can be remained to greatest extent.
In the present invention, the internal structure of pile body 1 can select in wide scope, but in order that obtain super-large diameter sky
Heart clump of piles anchorage has more excellent mechanical property, it is preferable that external mold, internal model are made up of ripple steel cofferdam, and corrugated steel encloses
Weir is to be spliced by polylith corrugated steel by the dislocation of bolt 8.
In above-mentioned construction method, in order to further be easy to pouring for the concrete of the bottom of pile body 1, it is preferable that in step
It is rapid 2) in, steel reinforcement cage is being set, before Grouting Pipe 19, construction method is additionally included in the bottom backfill cobble sand-gravel cushion of stake holes
14.After hole bottom is excavated to, backfill cobble sand-gravel cushion colligation stake bottom bar-mat reinforcement, pours bottom concrete to bottom hole absolute altitude.
Stake bottom run into rock stratum can not continue excavate when, Blasting Excavation can be used.
Meanwhile in the present invention, in order to further improve the resistance to plucking effect of the hollow clump of piles anchorage of super-large diameter, it is preferable that
In step 2), before casting concrete 17, the bottom at stake bottom has set rock-bolt 20 into bottom basement rock.Work as basis
On buried basement rock, stake bottom, which can not be embedded in basement rock, forms consolidation end.In order that stake bottom stability under loading, can bear uplift force
The perforate of Under Pile bottom, set in the injection bottom basement rock of rock-bolt 20, then placement layer by layer pile, anchor pole provides pulling force resistance
Excessive moment of flexure caused by tension of main cable.Hollow pile construction is easy to anchor bolt construction, could be formed with the resistance to plucking of effect to a certain extent
System.
In addition, in order to further improve pile bearing capacity, it is preferable that the construction method also includes：In the side wall of pile body 1
Drilling, is then extended to root tendon formula steel pipe pricker in Rock And Soil 7 by hole., can be in hollow pile when pile bearing capacity deficiency
Wall drills, and ejects root tendon formula steel pipe pricker to outside hole with jack, root keyed multi-column pier foundation is formed, to remedy pile bearing capacity not
The defects of sufficient.
Further, in order to further improve the moment of flexure resistance of the hollow clump of piles anchorage of super-large diameter, it is preferable that the construction
Method also includes：Sandstone is arranged in the inner chamber of pile body 1, and sandstone is located remotely from the side of main push-towing rope 6.When the pulling force mistake of main push-towing rope
Greatly, and anchorage multi-column pier foundation can not be contended with by resist torque caused by deadweight the moment of flexure of main push-towing rope application when, can be (remote in tension side
From main push-towing rope end) sandstone is filled in hollow foundation pile, supported by the deadweight for increasing this part of foundation pile to improve the moment of flexure of Anchor Foundation
Drag.The effect of sandstone filler is only to increase the counterweight of pile body in this scheme, is not involved in the unbending of foundation pile, therefore
The load distribution of cushion cap is not interfered with, equally will not cause excessive dimension of platform yet.
In above-mentioned construction method, in order to be further ensured that Zhou Tubi frictional resistance, it is preferable that in step 1), stake holes
Digging process in, be also aided with mud off on the inwall of stake holes.Also need to be aided with mud off in digging process, mud will
Weaken hole Zhou Tubi frictional resistance.
Meanwhile for the borehole safety in work progress, it is preferable that in step 1), in all stake holes, top
Stake holes depth be no more than 4m, other stake holes depth are 3.9-4.1m；A diameter of 10m of the stake holes of lowermost end.
Finally, in above-mentioned construction method, in order to further ensure the safety of stake holes, it is preferable that in step 1,
The abundant region of underground water, construction method also includes carrying out cofferdam sealing protection, while cheats bottom in work progress and carry out draining
Dry.
Further the present invention is illustrated by the following examples, it is specific as follows：
By Hunan Province exemplified by main span 1480m suspension bridge engineerings are built, have the characteristics that：
1) innovative technology content is high, good in economic efficiency.Six big features, seven big techniques, belong to the world initiation
Compared with former scheme gravity anchor (diaphram wall cofferdam), super-large diameter hollow pile anchorage concrete volume is saved near
4 ten thousand steres, anchorage rock soil body amount of excavation reduce 2/3, and the duration can shorten half.General budgetary estimate expense about low 20%, it is economical
Benefit is very notable.Super-large diameter hollow pile Anchor Foundation has bigger Its ultimate bearing capacity, is taken full advantage of in load bearing process
Soil around pile drag, anchor cable horizontal pulling force is resisted by the interaction of major diameter pile body and cushion cap two parts and the soil body.In addition,
Using it is hollow construction be not only effectively utilized pile body bending strength, alleviate deadweight, and substantial saving in concrete material with
Construction costs, specifically it is shown in Table 1.
Table 1
From rigidity is big, internal model of the corrugated steel of thin-walled as super-large diameter pile foundation, year-on-year plain plate dosage subtracts the present invention
Few half, while ripple steel cofferdam and Tu Bi, by concrete binding, caused huge frictional force is than general cobble soil layer frictional resistance
Power also wants big more than 1.5 times.
2) construction technology is easy
Relative to the large volume cofferdam construction scheme such as open caisson and diaphram wall, the pile foundation quantity of super-large diameter multi-column pier foundation
It is few, can more go into operation simultaneously, speed of application is faster.Foundation ditch directly can be constructed using digging machine, and pore-forming is simple, and speed of application is fast, work
Skill is easy.Corrugated steel cofferdam construction is low without special construction apparatus, expense.In construction speed, energy-conserving and environment-protective, quality control, work
Journey cost etc., the present invention have unique advantage.
3) scheme is remedied after flexible work
Another big advantage of hollow pile is remedied after being work.Such as fail to reach design requirement into pile bearing capacity, can be in sky
Heart stake inwall drills, and ejects root tendon formula steel pipe pricker to outside hole with jack, root keyed basis is formed, to remedy pile body bearing capacity
The defects of insufficient, this yields to no remedy to form sharp contrast with defect after entity stake pile.In addition, for balance moment of flexure, a clump of piles can portion
For split-phase for solid construction, the Reinforcement Scheme of hollow construction is flexible and changeable, is adapted to various working.
In summary, super-large diameter hollow pile Anchor Foundation pore-forming equipment is simple, has stronger fit for different geology
It is good in economic efficiency with property, simple process.Ripple steel cofferdam compares traditional reinforced concrete open caisson and Double-Wall Steel Boxed Cofferdam light weight, consumptive material
Less, required hanging device is simple.Advantage is had concurrently in construction speed, energy-conserving and environment-protective, quality control, cost etc..
The preferred embodiment of the present invention is described in detail above in association with accompanying drawing, still, the present invention is not limited to above-mentioned reality
The detail in mode is applied, in the range of the technology design of the present invention, a variety of letters can be carried out to technical scheme
Monotropic type, these simple variants belong to protection scope of the present invention.
It is further to note that each particular technique feature described in above-mentioned embodiment, in not lance
In the case of shield, can be combined by any suitable means, in order to avoid unnecessary repetition, the present invention to it is various can
The combination of energy no longer separately illustrates.
In addition, various embodiments of the present invention can be combined randomly, as long as it is without prejudice to originally
The thought of invention, it should equally be considered as content disclosed in this invention.
Claims (10)
- A kind of 1. construction method of the hollow clump of piles anchorage of super-large diameter, it is characterised in that including：1) multiple stake holes are from top to bottom excavated until stake bottom：In the inside of the stake holes, setting is outer while each stake holes is excavated Mould, and slip casting (13) of being rockfilled between hole wall and inside；2) the external mold inside set internal model, then by steel reinforcement cage, Grouting Pipe (19) be arranged at the internal model, external mold it Between, then casting concrete (17)；3) secondary grouting is carried out until reaching bearing requirements to stake bottom by Grouting Pipe (19)；4) in the pre-buried cushion cap connection reinforcing bar of stake top, and the internal model that binds is installed, pile body is bound；Treat pile body and stake top bind it is mixed After solidifying soil reaches intensity, installation platform mould, cushion cap (2) and anchor system are finally poured；Wherein, the stake holes, internal model, the bore of external mold successively decrease in step type from top to bottom.
- 2. construction method according to claim 1, it is characterised in that in step 1), the excavation of the stake holes is to pass through It is accomplished manually.
- 3. construction method according to claim 1, it is characterised in that the external mold, internal model are by ripple steel cofferdam group Into the ripple steel cofferdam is to be spliced by polylith corrugated steel by bolt (8) dislocation.
- 4. construction method according to claim 1, it is characterised in that in step 2), steel reinforcement cage, Grouting Pipe are being set (19) before, the construction method is additionally included in the bottom backfill cobble sand-gravel cushion (14) of the stake holes.
- 5. according to the construction method described in any one in claim 1-4, it is characterised in that in step 2), pouring Before stating concrete (17), the bottom at the stake bottom has set rock-bolt (20) into bottom basement rock.
- 6. according to the construction method described in any one in claim 1-4, it is characterised in that the construction method also includes： Drill in the side wall of the pile body (1), then extend to root tendon formula steel pipe pricker in Rock And Soil (7) by hole.
- 7. according to the construction method described in any one in claim 1-4, it is characterised in that the construction method also includes： Sandstone is arranged in the inner chamber of the pile body (1), and the sandstone is located remotely from the main push-towing rope (6) side.
- 8. according to the construction method described in any one in claim 1-4, it is characterised in that in step 1), the stake holes Digging process in, be also aided with mud off on the inwall of the stake holes.
- 9. according to the construction method described in any one in claim 1-4, it is characterised in that in step 1), in all piles Kong Zhong, the stake holes depth of top are no more than 4m, and other stake holes depth are 3.9-4.1m；The stake holes of lowermost end it is a diameter of 10m。
- 10. according to the construction method described in any one in claim 1-4, it is characterised in that in the step 1), on ground The abundant region of lower water, the construction method also includes carrying out cofferdam sealing protection, while cheats bottom in work progress and arranged Water is dried.
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Cited By (3)
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| CN110185390A (en) * | 2019-06-10 | 2019-08-30 | 中铁五局集团建筑工程有限责任公司 | A kind of mini pile clump of piles boring positioning guiding device and application method |
| CN113006113A (en) * | 2021-03-04 | 2021-06-22 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
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| CN113006113B (en) * | 2021-03-04 | 2022-05-06 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
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Application publication date: 20180130 |