CN102864788A - Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile - Google Patents

Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile Download PDF

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Publication number
CN102864788A
CN102864788A CN201210398510XA CN201210398510A CN102864788A CN 102864788 A CN102864788 A CN 102864788A CN 201210398510X A CN201210398510X A CN 201210398510XA CN 201210398510 A CN201210398510 A CN 201210398510A CN 102864788 A CN102864788 A CN 102864788A
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CN
China
Prior art keywords
pile
foundation
bridge
pile foundation
preformed
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Application number
CN201210398510XA
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Chinese (zh)
Inventor
刘九生
孙大松
张红雷
竺伟
张贻能
袁微微
王为圣
赵世耀
肖全
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江苏华通工程检测有限公司
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Priority to CN201210398510XA priority Critical patent/CN102864788A/en
Publication of CN102864788A publication Critical patent/CN102864788A/en

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Abstract

The invention relates to a method for underpinning a reinforced bridge pile foundation by a bear-type static pressure cluster pile. The method is characterized by comprising the following concrete processes of: taking a bent cap or a beam of a reinforced bridge as a force of reaction support point, pressing a plurality of precast piles into soil below the reinforced bridge by a hydraulic jack to form a cluster pile foundation, wherein the cluster pile foundation is arranged on the periphery of a damaged pile foundation, then pouring a cushion cap at the upper part of the cluster pile foundation, wherein a lower end of a bridge upright post at the upper part of the damaged pile foundation is also poured into the cushion cap, and the cluster pile foundation and the cushion cap bear loads to replace an original damaged pile foundation.

Description

A kind of method of the formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility
Technical field
The present invention relates to a kind of method of the formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility, especially relate to a kind of method of the formula of bearing responsibility static pressure clump of piles underpinning bridge pile foundation of bridge of, the pile foundation that needs reinforcement that can not adopt the job practicess such as bored pile, driven pile little for the space under bridge at built bridge, belong to bridge recovery technique field.
Background technology
Because bridge pile foundation off normal, damage, upper load increase etc. cause damage or the Lack of support of bridge substructure, need former bridge pile foundation is reinforced.
The Strengthening of Bridge Pile Foundation method mainly contains at present: (1) CN200810300789 patent proposes to dig out the semicircle special-shaped castinplace pile of new benefit on the both sides of former pile foundation and is combined into the common stressed pore-forming of oval pile foundation with the circular castinplace pile that loses the part supporting capacity; (2) anchor rod pressing pile technique: utilize anchor pole that the stake merogenesis is pressed into process for sinking in the soil layer, anchor pole can be with vertical native anchor or jury anchor the earth anchor in concrete floor, cushion cap, the shortcoming of this method is long construction period, expense is large, recycling rate of waterused is low.(3) bored pile is multiplex in new construction, and in built bridge, because being subjected to the restriction of construction operation space, difficulty of construction is large, and is long in time limit, and boring is large on the existing pile foundation impact, and the difficult control of concrete quality.
Summary of the invention
Be to solve the deficiencies in the prior art, the object of the present invention is to provide a kind of be not subjected to spatial limitation, construction easily, the method for the duration is short, expense the is low formula of bearing responsibility static pressure clump of piles underpinning bridge pile foundation.
For achieving the above object, the present invention is achieved by the following technical solutions:
A kind of method of the formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility, it is characterized in that, detailed process is: with the bent cap of reinforcement bridge or crossbeam as the counter-force strong point, utilize hydraulic jack that a plurality of preformed piles are pressed in the soil below the reinforcement bridge, form multi-column pier foundation, described multi-column pier foundation be arranged in the disease pile foundation around, then, upper pouring cushion cap at multi-column pier foundation, the lower end of the bridge column on described disease pile foundation top also is cast in the described cushion cap, replaces original disease pile foundation with multi-column pier foundation and cushion cap bearing load.
Further, described preformed pile welds formation in twos by making stage by stage the pile cutoff that forms, and the length of pile cutoff is 100-350cm, and the up and down termination of described pile cutoff is welding spreading termination.And the external diameter of described preformed pile is 30cm-80cm.
Wherein, the process of press in of described preformed pile is: the first segment pile cutoff is lifted on behind the position that is pressed into, between first segment pile cutoff and bent cap or crossbeam, place hydraulic jack, then utilize hydraulic jack that the first segment pile cutoff is pressed in the soil, and leave the welding spreading termination of 0.2m more than the ground, lifting second section pile cutoff, and after the welding spreading termination of second section pile cutoff bottom and first segment pile cutoff top is deposited in welding spreading termination more than the ground and is welded and fixed, between second section pile cutoff and bent cap or crossbeam, place hydraulic jack again, then utilize hydraulic jack that the second section pile cutoff is pressed in the soil, and leave the welding spreading termination of 0.2m more than the ground, the like, until being pressed in the soil and retaining, preformed pile stops after the above height in ground meets the requirements.
Further, described multi-column pier foundation is quincunx or rectangle.
And in the described multi-column pier foundation in twos the distance of adjacent preformed pile be the diameter of 2.5 times of preformed piles.
In addition, the maximum ejecting force of described hydraulic jack is greater than 1.5 times of the vertical bearing capacity of preformed pile, the model of hydraulic jack relates to requirement according to the vertical bearing capacity of preformed pile to be determined, and the vertical bearing capacity of preformed pile obtains according to the computational methods of the vertical bearing capacity of friction pile.
And when having the gradient in the bottom of described bent cap or crossbeam, also being disposed with I font shoulder pole and backing plate between described hydraulic jack and described bent cap or the crossbeam, described backing plate contacts with bent cap or crossbeam.
Before preformed pile is pressed in the soil, also be included in the position that will be pressed into preformed pile and utilize rig to bore the step of digging bullport, so that the preformed pile that is pressed into is carried out guide effect, guarantee the verticality that preformed pile is pressed into.
And the pile foundation that described disease pile foundation is a kind of off normal or sinking, so that bridge can not normally use.
The invention has the beneficial effects as follows: utilization of the present invention overcomes the counter-force that is pressed into preformed pile in the superstructure (bent cap or crossbeam) of bridge as counterweight; And the employing multi-column pier foundation can reduce the support reaction of single preformed pile and the diameter of preformed pile; Adopt simultaneously the method that is pressed into piecemeal, reduced prefabricated pile length.The present invention is applicable to that built bridge space under bridge is limited, main equipment enters difficulty, need to be to the bridge foundation construction of pile foundation reinforcement, and have short construction period, expense is low, can reuse, construction operation space is unrestricted, and difficulty of construction is little, on the little advantage of existing pile foundation impact.
Description of drawings
Fig. 1 is the direction across bridge structural representation of one embodiment of the invention;
Fig. 2 is that the side bridge of one embodiment of the invention is to structural representation;
Fig. 3 is pile foundation, the cushion cap plane structure schematic diagram of one embodiment of the invention.
Main Reference numeral implication is among the figure:
1, bent cap 2, backing plate 3, I font shoulder pole 4, hydraulic jack
5, preformed pile 6, bridge column 7, disease pile foundation 8, cushion cap.
The specific embodiment
Below in conjunction with the drawings and specific embodiments the present invention is done concrete introduction.
Fig. 1 is the direction across bridge structural representation of one embodiment of the invention; Fig. 2 is that the side bridge of one embodiment of the invention is to structural representation; Fig. 3 is pile foundation, the cushion cap plane structure schematic diagram of one embodiment of the invention.
As shown in Figure 1-Figure 3: a kind of method of the formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility, detailed process is: with the bent cap of reinforcement bridge or crossbeam as the counter-force strong point, in the present embodiment, what adopt is bent cap 1, utilize oil jack 4 that a plurality of preformed piles 5 are pressed in the soil below the reinforcement bridge, form multi-column pier foundation, described multi-column pier foundation be arranged in disease pile foundation 7 around, then, upper pouring cushion cap 8 at multi-column pier foundation, the lower end of the bridge column 6 on described disease pile foundation 7 tops also is cast in the described cushion cap 8, replaces original disease pile foundation 7 with multi-column pier foundation and cushion cap 8 bearing loads.
In the present embodiment, what the substructure of reinforcement bridge adopted is the pile-column bridge pier, and the disease pile foundation is a kind of off normal pile foundation, so that bridge can not normally use (certainly, the present invention also is applicable to pile foundation).And the bottom of described bent cap 1 has the gradient, also is disposed with I font shoulder pole 3 and backing plate 2 between hydraulic jack 4 and the described bent cap 1, and described backing plate 2 contacts with bent cap 1, and I font shoulder pole 3 is positioned at the bottom of backing plate 2, contacts with hydraulic jack 4.When bent cap 1 bottom surface without the gradient, width is enough large, backing plate 2 and I font shoulder pole 3 can not arrange.
Wherein, detailed process is:
(1) determines the entire length that is pressed into position and preformed pile 5 of preformed pile 5, preformed pile 5 welds formation in twos by making stage by stage the pile cutoff that forms, wherein, the length of pile cutoff is 100-350cm, and external diameter is 30cm-80cm, in the present embodiment, the length of pile cutoff is 250cm, external diameter is 40cm, and internal diameter is 22cm, and the up and down termination of described pile cutoff is welding spreading termination;
(2) determine that the effect of support reaction, checking computations support reaction is on the impact of bent cap 1 and bridge superstructure, to determine whether to take other maintenance measures, simultaneously, the vertical bearing capacity of preformed pile 5 obtains according to the computational methods of the vertical bearing capacity of friction pile, determine the model of described hydraulic jack 4 according to the vertical bearing capacity of preformed pile 5, the maximum ejecting force of hydraulic jack 4 should be greater than 1.5 times of the vertical bearing capacity of preformed pile;
(3) be pressed into preformed pile 5: for guaranteeing the verticality of preformed pile 5, dig the bullport that diameter is 0.2m and certain depth with small-sized rig at the position brill that is pressed into of preformed pile 5 first, then the first segment pile cutoff is lifted on behind the position that is pressed into, put it in the bullport, then between first segment pile cutoff and I font shoulder pole 3, place hydraulic jack 4, then utilize hydraulic jack 4 that the first segment pile cutoff is pressed in the soil, and leave the welding spreading termination of 0.2m more than the ground, lifting second section pile cutoff, and after the welding spreading termination of second section pile cutoff bottom and first segment pile cutoff top is deposited in welding spreading termination more than the ground and is welded and fixed, place hydraulic jack 4 at second section pile cutoff and I font shoulder pole 3 again, then utilize hydraulic jack 4 that the second section pile cutoff is pressed in the soil, and still leave the welding spreading termination of 0.2m more than the ground, the like, until being pressed in the soil and retaining, preformed pile 5 stops after the above height in ground meets the requirements, utilize same method, around disease pile foundation 7, form multi-column pier foundation, in the present embodiment, described multi-column pier foundation is quincunx, certainly it also can be rectangle, and in the multi-column pier foundation in twos the distance of adjacent preformed pile 5 be the diameter of 2.5 times of preformed piles 5, and in this step, need to guarantee the accurate location of preformed pile 5 and the verticality of preformed pile 5;
(4) cast cushion cap 8: at the upper pouring cushion cap 8 of multi-column pier foundation, the lower end of the bridge column 6 on described disease pile foundation 7 tops also is cast in the described cushion cap 8, be that bridge column 6 and preformed pile 5 all have certain-length to be cast within the cushion cap 8, and both reinforcing bars adopt and enlarge joint, anchor in the cushion cap 8 by the structure requirement.
(5) replace original disease pile foundation 7: as the support of bearing load, then replace original disease pile foundation 7 with multi-column pier foundation and cushion cap 8.
And in the present invention, the cracking resistance moment of preformed pile 5, ultimate bending moment value, vertical bearing capacity need satisfy the requirement that multi-column pier foundation is reinforced.
The present invention utilizes the superstructure (bent cap or crossbeam) at bridge to overcome the counter-force that is pressed into preformed pile as counterweight; And the employing multi-column pier foundation can reduce the support reaction of single preformed pile and the diameter of preformed pile; Adopt simultaneously the method that is pressed into piecemeal, reduced prefabricated pile length.The present invention is applicable to that built bridge space under bridge is limited, main equipment enters difficulty, need to be to the bridge foundation construction of pile foundation reinforcement, and have short construction period, expense is low, can reuse, construction operation space is unrestricted, and difficulty of construction is little, on the little advantage of existing pile foundation impact.
Above-described embodiment does not limit the present invention in any form, and all employings are equal to replaces or technical scheme that the mode of equivalent transformation obtains, all drops in protection scope of the present invention.

Claims (10)

1. method of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility, it is characterized in that, detailed process is: with the bent cap of reinforcement bridge or crossbeam as the counter-force strong point, utilize hydraulic jack that a plurality of preformed piles are pressed in the soil below the reinforcement bridge, form multi-column pier foundation, described multi-column pier foundation be arranged in the disease pile foundation around, then, upper pouring cushion cap at multi-column pier foundation, the lower end of the bridge column on described disease pile foundation top also is cast in the described cushion cap, replaces original disease pile foundation with multi-column pier foundation and cushion cap bearing load.
2. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1, it is characterized in that, described preformed pile welds formation in twos by making stage by stage the pile cutoff that forms, the length of pile cutoff is 100-350cm, and the up and down termination of described pile cutoff is welding spreading termination.
3. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 2, it is characterized in that, the process of press in of described preformed pile is: the first segment pile cutoff is lifted on behind the position that is pressed into, between first segment pile cutoff and bent cap or crossbeam, place hydraulic jack, then utilize hydraulic jack that the first segment pile cutoff is pressed in the soil, and leave the welding spreading termination of 0.2m more than the ground, lifting second section pile cutoff, and after the welding spreading termination of second section pile cutoff bottom and first segment pile cutoff top is deposited in welding spreading termination more than the ground and is welded and fixed, between second section pile cutoff and bent cap or crossbeam, place hydraulic jack again, then utilize hydraulic jack that the second section pile cutoff is pressed in the soil, and leave the welding spreading termination of 0.2m more than the ground, the like, until being pressed in the soil and retaining, preformed pile stops after the above height in ground meets the requirements.
4. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 is characterized in that, the external diameter of described preformed pile is 30cm-80cm.
5. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 is characterized in that, described multi-column pier foundation is quincunx or rectangle.
6. a kind of method of the formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 or 5 is characterized in that, in the described multi-column pier foundation in twos the distance of adjacent preformed pile be the diameter of 2.5 times of preformed piles.
7. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 is characterized in that, the maximum ejecting force of described hydraulic jack is greater than 1.5 times of the vertical bearing capacity of preformed pile.
8. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1, it is characterized in that, when the bottom of described bent cap or crossbeam has the gradient, also be disposed with I font shoulder pole and backing plate between described hydraulic jack and described bent cap or the crossbeam, described backing plate contacts with bent cap or crossbeam.
9. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 is characterized in that, before preformed pile is pressed in the soil, also is included in the position that will be pressed into preformed pile and utilizes rig to bore the step of digging bullport.
10. the method for a kind of formula static pressure clump of piles underpinning bridge pile foundation of bearing responsibility according to claim 1 is characterized in that, described disease pile foundation is the pile foundation of a kind of off normal or sinking.
CN201210398510XA 2012-10-19 2012-10-19 Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile CN102864788A (en)

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Cited By (9)

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Publication number Priority date Publication date Assignee Title
CN103075020A (en) * 2013-02-04 2013-05-01 广州市胜特建筑科技开发有限公司 Steel tray supporting force transferring system
CN103726673A (en) * 2014-01-27 2014-04-16 龚金京 Novel after-rooting composite pile foundation
CN103774674A (en) * 2014-01-15 2014-05-07 西安建筑科技大学 Support structure for steel tube underpinned pile and anchor rod deep pit and construction method thereof
CN104452835A (en) * 2014-12-06 2015-03-25 国家电网公司 Testing device for power transmission line foundation test and setting method thereof
CN104532868A (en) * 2014-12-11 2015-04-22 西南交通大学 Anchored high bearing platform grouped pile foundation building method for high-steep deformation slope area bridge
CN104631489A (en) * 2014-12-31 2015-05-20 云南建工基础工程有限责任公司 Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction
CN105002834A (en) * 2015-07-06 2015-10-28 上海同罡建筑工程有限公司 Deviation rectifying and strengthening method for piers
CN106337432A (en) * 2016-08-30 2017-01-18 中国建筑西南勘察设计研究院有限公司 Post-planted steel tube concrete stiffened pile reinforcing and settling-preventing foundation strengthening method
CN106351270A (en) * 2016-11-16 2017-01-25 贵州正业工程技术投资有限公司 Self-locking steel pile structure for deviation correction and reinforcement of underpinned pile foundation

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Cited By (13)

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Publication number Priority date Publication date Assignee Title
CN103075020A (en) * 2013-02-04 2013-05-01 广州市胜特建筑科技开发有限公司 Steel tray supporting force transferring system
CN103075020B (en) * 2013-02-04 2016-01-13 广州市胜特建筑科技开发有限公司 A kind of steel tray supports actuating system
CN103774674B (en) * 2014-01-15 2016-04-13 西安建筑科技大学 A kind of steel pipe underpinned pile and anchor pole deep foundation pit supporting structure and construction method thereof
CN103774674A (en) * 2014-01-15 2014-05-07 西安建筑科技大学 Support structure for steel tube underpinned pile and anchor rod deep pit and construction method thereof
CN103726673A (en) * 2014-01-27 2014-04-16 龚金京 Novel after-rooting composite pile foundation
CN104452835B (en) * 2014-12-06 2016-04-27 国家电网公司 For experimental rig and the method to set up thereof of transmission line foundation test
CN104452835A (en) * 2014-12-06 2015-03-25 国家电网公司 Testing device for power transmission line foundation test and setting method thereof
CN104532868A (en) * 2014-12-11 2015-04-22 西南交通大学 Anchored high bearing platform grouped pile foundation building method for high-steep deformation slope area bridge
CN104532868B (en) * 2014-12-11 2016-01-06 西南交通大学 High abrupt change shape sloped region bridge anchor pull-type high cap pile group basis construction method
CN104631489A (en) * 2014-12-31 2015-05-20 云南建工基础工程有限责任公司 Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction
CN105002834A (en) * 2015-07-06 2015-10-28 上海同罡建筑工程有限公司 Deviation rectifying and strengthening method for piers
CN106337432A (en) * 2016-08-30 2017-01-18 中国建筑西南勘察设计研究院有限公司 Post-planted steel tube concrete stiffened pile reinforcing and settling-preventing foundation strengthening method
CN106351270A (en) * 2016-11-16 2017-01-25 贵州正业工程技术投资有限公司 Self-locking steel pile structure for deviation correction and reinforcement of underpinned pile foundation

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