CN102561406A - Construction method for controlling back soil body deformation of open caisson - Google Patents
Construction method for controlling back soil body deformation of open caisson Download PDFInfo
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- CN102561406A CN102561406A CN2011104220740A CN201110422074A CN102561406A CN 102561406 A CN102561406 A CN 102561406A CN 2011104220740 A CN2011104220740 A CN 2011104220740A CN 201110422074 A CN201110422074 A CN 201110422074A CN 102561406 A CN102561406 A CN 102561406A
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Abstract
The invention discloses a construction method for controlling the back soil body deformation of an open caisson. The method comprises: step I, reducing the groundwater level to be below the bottom surface of the open caisson; step II, improving the overall rigidity of the open caisson; step III, alternately arranging the jacking order of multiple parallel jacking pipes; step IV, establishing a simplified three-dimensional finite element model of the open caisson and the back soil body thereof, and determining the jacking force pre-control parameter in the jacking construction according to the maximum allowed deformation limit of the back soil body; step V, forming a thixotropic slurry sleeve with an antifriction resistance reducing function between the outer wall of the jacking pipe and the soil layer by adopting a grouting technology in the jacking construction; and step VI, mounting a test instrument in the back soil body for measuring-point arrangement before the jacking pipe construction according to the jacking order of the parallel jacking pipes, and adjusting the construction parameter in the construction according to the test information fed back by the measuring point. The method disclosed by the invention realizes control on the deformation of the back soil body of the open caisson caused by considering the repeated action of the jacking force in the construction project of large-diameter parallel jacking pipes, is easy to implement and has low cost.
Description
Technical field
The present invention relates to the underground structrue engineering technical field, relate in particular to a kind of job practices of controlling the open caisson back soil deformation that major diameter parallel top pipe construction causes.
Background technology
Pipe-jacking technology is under the situation of excavating earth surface not, utilize hydraulic jack from upper pipe working well with push-bench with tube coupling to be laid underground by a kind of non-excavating underground pipe line cable laying operation technology of joint jacking up to the push pipe received well.Open caisson has a wide range of applications in pipe-jacking project as active well.
In the pipeline jack-in process, on the back soil body after the top power that push-bench moves in circles reacts to through the back parados behind the parados.When the back soil body of the excessive while open caisson of top power was stablized inadequately, bigger distortion may appear in the back soil body, and the part work backhaul consumption that makes push-bench has reduced the operating efficiency of push-bench in the distortion of the back soil body.The gross distortion of the back soil body also possibly cause the back regolith to destroy, and makes the jacking construction failure.On the other hand, the moderate finite deformation of the back soil body also will cause the damage of road surface around the open caisson or building, thereby cause a series of environmental hazards.Therefore, the open caisson back soil deformation that causes of strict control jacking construction is to guaranteeing pipe-jacking project safety and to carry out ten minutes smoothly important.
Through existing technical literature is retrieved; Yan Shaojun and Zhang Aihua are in " coal field geology and exploration " (in February, 2006; The 34th the 1st phase of volume; The the 37th to the 40th page) on " pipe-jacking project back stressed with distortion three dimensional analysis " (article numbering: be background with certain pipe-jacking project 1001-1986 (2006) 01-0037-04), adopt the Rankine theory of passive pressure of soil that the supporting capacity of the back soil body is analyzed of delivering.Through changing the modulus of elasticity parameter of the back soil body; Getting different modulus respectively adopts De Luke-pula lattice model to calculate; Obtain corresponding body of wall maximum horizontal displacement value, and reach a conclusion: the modulus of elasticity that improves the soil body can reduce the horizontal movement value of back body of wall effectively.But the document has only been carried out the quantitative calculation analysis to the bearing capacity and the displacement of the open caisson back soil body according to theory, does not provide the correlation technique measure of control back land movement.Simultaneously, the author has also pointed out the limitation of its method therefor in the conclusion of this piece article, does not promptly consider the actual conditions of the loading-off-load repeatedly of push pipe.
Therefore, those skilled in the art is devoted to develop a kind of job practices of controlling open caisson back soil deformation, to solve the complicated Deformation control problem that loads especially circulation or change the open caisson back soil body under the repeated load effect.
Summary of the invention
Because the above-mentioned defective of prior art, technical problem to be solved by this invention provides a kind of complicated job practices that loads especially circulation or change the control open caisson back soil deformation of the Deformation control problem of the open caisson back soil body under the repeated load effect that solves.
For realizing above-mentioned purpose, the invention provides a kind of job practices of controlling open caisson back soil deformation, may further comprise the steps: step 1, implement well-points dewatering at the open caisson periphery, groundwater table is reduced to below the bottom surface of said open caisson; Step 2 is strengthened the integral rigidity of the said open caisson of the bottom anchoring in soil layer raising of said open caisson; Step 3, the jacking order of alternately arranging a plurality of parallel push pipes; Step 4 is set up the simplification three-dimensional finite element model of the said open caisson and the back soil body thereof, and the top power when allowing the distortion limit value to confirm jacking construction according to the maximum of the said back soil body is controlled parameter in advance; Step 5 adopts grouting process to make in jacking construction and forms between outer wall and the soil layer of said push pipe to have the thixotropic slurry cover that the resistance effect falls in antifriction; Step 6, according to the jacking of the said parallel push pipe of step 3 order, before the jacking construction in the said back soil body installation testing instrument carry out measuring point and arrange, in the jacking construction according to the detecting information adjustment construction parameter of said measuring point feedback.
Further, in the step 2, the borehole wall inboard reservation groove in sword pin top is rinsed well, surperficial concrete is all cut a hole hair and exposed stone with giant, and with reserved steel bar and the welding of base plate reinforcing bar.
Further, in the step 2, the reaction force that concrete drilling bored concrete pile causes with opposing top power is set in the bottom of said open caisson; Said castinplace pile adopts down trapezoidal pile cover to be connected with the bottom of said open caisson; The stake top reinforcing bar of said castinplace pile anchors into the base plate of said open caisson, and said castinplace pile is respectively distinguished in the bottom of said open caisson in the lattice along evenly distributing perpendicular to push pipe jacking direction.
Further, in the step 3, the difference of two top power behind two caused open caissons of said parallel push pipe jacking simultaneously on the parados is no more than 20%.
Further, in the step 4, the said top power when adopting the shakedown analysis method to confirm jacking construction is controlled parameter in advance.
Further; In the step 5, evenly arrange a plurality of mud jacking hole, on the three-joint pipe joint of said head back the mud jacking hole is set all at head afterbody hoop; Have on the pipe joint joint in per backward again three joints the mud jacking hole is set, tube coupling mud jacking hole all is oblique 45 ° of orthogonal loops to arranged crosswise.
Further, in the step 5, adopt the mud lubrication anti-friction agent that constitutes by swell soil, powder chemistry paste, soda ash and water.
Further, in the step 6, according to the site condition of the jacking order and the said back soil body, press close to parados place, said back at the said back soil body and bury skew back pipe and soil pressure sensor underground, test lead adopts the mode of brick work brick wall and isolates on every side on the face of land.
Further, in the step 6, behind said back soil solidifying, test availability with the checking measuring point; Before said parallel push pipe jacking construction, carry out same testing procedure.When the said back soil body needs reinforcement, be employed in and carry out vertical rotary churning pile in the certain limit behind the parados of said back and reinforce.
The invention has the beneficial effects as follows:
The job practices of control open caisson back soil deformation of the present invention; Pass through above-mentioned steps; Solved and considered in the major diameter parallel top pipe construction engineering that top power acts on the Deformation control problem of the open caisson back soil body that causes repeatedly; Make the distortion of the open caisson back soil body to be controlled at effectively in the designing requirement scope, what guaranteed pipe-jacking project carries out and has reduced to greatest extent the negative effect of open caisson back soil deformation to surrounding enviroment smoothly.Job practices of the present invention has remedied the deficiency and the defective of existing construction technology, has beneficial effects such as easy to implement, that expense is low.
Below will combine accompanying drawing that the technique effect of design of the present invention, concrete structure and generation is described further, to understand the object of the invention, characteristic and effect fully.
Description of drawings
Fig. 1 is the flat state sketch map in one embodiment of the invention.
Fig. 2 is the profile status sketch map of Fig. 1.
Fig. 3 is the structural representation of open caisson bottom cast-in-place concrete pile.
Fig. 4 is the sketch map of three-dimensional simplified.
Fig. 5 is plan-position, a monitoring point sketch map in the back soil body.
The specific embodiment
Like Fig. 1, shown in Figure 2, a kind of job practices of controlling open caisson back soil deformation of the present invention is applied to following engineering; Main culvert pipe passes through the river course, and long 450 meters, (the reinforced concrete prefabricated push pipe specification of every joint is: 3500 millimeters of interior diameters to adopt 4 push pipes 1; Long 2.5 meters; Respectively with 1#, 2#, 3#, 4# difference), every push pipe is made up of 180 joint prefabricated pipe, has the characteristics of heavy in section, long distance.
Center to center distance between each bar push pipe 1 is 9.5 meters, and the pipe end, pipe crest level are respectively-17.65 meters and-13.45 meters.Southern side active well 21 is caisson structure with north side received well 22, and 37 meters * 22.5 meters of planar dimensions, sword sole elevation are-21.0 meters.Push pipe 1 is set out by southern side active well 21, and jacking is accepted well 22 and finished to the north side.Arrow A is depicted as the jacking direction.
Referring to Fig. 3, shown in Figure 4, job practices of the present invention mainly may further comprise the steps:
Precipitation method is chosen according to the construction characteristic of hydrogeological conditions, engineering design requirement and the well sinking in place, precipitation well well depth:
H＝H
1+H
2+H
3+H
4+ir
0
In the following formula: H is a precipitation well well depth; H
1For caisson cutting edge to surface distance; H
2For the precipitation water level requires the degree of depth at the bottom of apart from open caisson; H
3Active length for the precipitation strainer; H
4Be sediment tube length; I is a hydraulic gradient; r
0Be open caisson Equivalent Calculation radius.
The distance of precipitation well spacing open caisson wall is pressed place situation value between 4 meters～8 meters of open caisson periphery.
In the present embodiment,,, adopt bridge-type drainage steel tube well precipitation, H in conjunction with the construction characteristic of engineering design requirement and well sinking according to the detailed geology survey data of construction plant
1Get 25 meters; H
2Get 1 meter; H
3Get 2 meters; H
4Get 2 meters; I gets 1/5; r
0Get 17.5 meters, surplus capacity with due regard to, H is by 35 meters values.The precipitation well is arranged in the open caisson periphery, apart from 7 meters of open caisson outer walls.
The effect of step 1 is the friction that increases open caisson wall and bottom surface and soil layer, is convenient to step 2 simultaneously and implements.
In the step 2; With giant sword pin top open caisson sidewall 42 inboard reservation grooves 44 are rinsed well; Surperficial concrete is all cut a hole hair and exposed stone; And with the welding of the reinforcing bar of reserved steel bar and open caisson base plate 41, the length of welding point jointing is not less than 35d, d be the longitudinal stress reinforcing bar than major diameter.
The reaction force that concrete drilling bored concrete pile 45 causes with opposing top power is set in the bottom of open caisson 4.Castinplace pile 45 adopts trapezoidal pile cover to be connected with open caisson base plate 41.The stake top reinforcing bar of castinplace pile 45 anchors into open caisson base plate 41, and castinplace pile 45 is respectively distinguished in the bottom of open caisson 4 in the lattice along evenly distributing perpendicular to push pipe jacking direction.
In this instance after open caisson 4 sinks to design elevation; To around reserve that groove 44 washes and after surface cutter hair handles; The new shop reinforcing bar of reserved steel bar in the groove 44 and open caisson base plate 41 adopts and is welded to connect; Welding point staggers each other, the d=28 millimeter, and the length of welding point jointing is taken as 1000 millimeters.
In addition; Settling bottom site condition is chosen castinplace pile 45 diameter D=0.8 rice, and (JGJ94-2008) middle 5.7.2 bar is definite by " technical code for building pile foundation "; Need the cast-in-place concrete pile of the long I=8 rice of 16 piles altogether; Along respectively being provided with 2 perpendicular to push pipe jacking direction, castinplace pile adopts trapezoidal pile cover to be connected with the open caisson bottom in each district's lattice, and stake top reinforcing bar anchors into the open caisson base plate.
The effect of step 2 is to improve the geometric distortion harmony of open caisson 4 under the power effect of top.
In this instance, there are four push pipes that are parallel to each other 1 (numbering 1#, 2#, 3#, 4# respectively) to need jacking, consider the restriction and the economy of equipment, according to the principle jacking stage by stage of one group of two push pipe.For reducing influencing each other between the push pipe, do not make the active force of back parados 5 too concentrated, every group of push pipe jacking simultaneously.During jacking, close observation both sides oil cylinder reading, the top power Vi behind the open caisson that two push pipe jackings are caused on the parados, the difference of Vj are controlled in 20%.
Maximum according to the back soil body 3 in the step 6 allows the distortion limit value; Adopting analysis method for stability to get many groups top power combined value is applied on the model; Circulate and add, unload; The final least favorable combined value [Vi, Vj] of confirming two parallel push pipe top power, the top power with this during as jacking construction is controlled parameter in advance.
The Vi=10290kN that obtains in the present embodiment, Vj=9650kN, concrete steps are:
1, the modeling scope of FEM model: in this case history, perpendicular to push pipe jacking direction width B=37 meters, the length of side d=4.2 rice of push pipe counter-force acting surface, between push pipe counter-force acting surface and the open caisson top apart from s=12.2 rice.Therefore, length L=35 of the back soil body 3 of open caisson 4 meter, height h=18 rice.
2, model boundary condition: z=-1 rice, base and z=-1 rice, two sides of parados 5 apply the tangential even distributed force in the back, simulate open caisson base plate 41 and soil body frictional force, open caisson sidewall 42 and soil body frictional force respectively; Apply counter-force in z jacking order according to step 3 on z=0 place 4 push pipe counter-forces acting surface for one group according to per 2 push pipes, remainder does not retrain.Its x direction displacement except z=-1 rice part, is limited in two side x=-18.5 rice and x=+18.5 rice; Y=0 place, bottom surface except z=-1 rice part, limits the displacement of its y direction; Its z direction displacement is limited at z=-20 rice, the back side; Y=+18 rice, the face of land is the scope of freedom.
3, the back soil body 3 and back parados 5 are all with three-dimensional hexahedron solid element simulation, and soil body constitutive relation adopts More's enclosed pasture homalographic circle model of considering elastic-plastic strain, and back parados 5 is pressed the elastic body consideration, does not consider its plastic strain.The face face contact performance of contact surface unit mould rigid body-beformable body is set between the back parados 5 and the back soil body 3, and the friction factor between soil and the concrete gets 0.3.
At inlet and outlet cave waterproof effect antipriming preferably is set, it is good that the interface tube sealing performance keeps, and guarantees that slurries are not from the inlet and outlet cave seepage.Begin mud jacking from going out the hole, avoid being bonded behind the push pipe entering soil body.
Concrete as, make width at the inlet and outlet cave place and be a circle sealing flange of 25 centimetres, in the hole, make a circle sealing steel collar in addition and be attached thereto.Open portal, beginning mud jacking when head enters the hole.Evenly arrange a plurality of mud jacking holes (as four) at head afterbody hoop, on the three-joint pipe joint of head back the mud jacking hole is set all, have on the pipe joint joint in per backward again three joints the mud jacking hole is set, tube coupling mud jacking hole all is oblique 45 ° of orthogonal loops to arranged crosswise.2 pipes in every interval are established 1 and are mended the slurry section in whole push pipe, and each section is totally 4 injected holes, utilizes the mud jacking hole of head afterbody to carry out synchronous grouting, utilizes the mud jacking hole on the tube coupling to mend slurry, mend slurry and carry out successively in order.
Simultaneously, can also adopt the mud lubrication anti-friction agent that constitutes by swell soil, powder chemistry paste, soda ash and water.Specifically can for, the weight ratio of swell soil, CMC (powder chemistry paste), soda ash and water is: 16%, 0.2%, 0.6%, 84%, the thixotropic slurry that mixes and stirs leaves standstill after 24 hours and pours into.
Step 6; According to the site condition of the back soil body 3, and the jacking of the parallel push pipe 1 of step 3 order, before jacking construction, carry out measuring point and arrange and monitor; Press close to parados 5 places, back at the back soil body 3 and bury skew back pipe and soil pressure sensor underground; Thereby with feedback test information adjustment construction parameter, test lead adopts the mode of brick work brick wall and isolates on every side on the face of land, avoids suffering the destruction and the interference of other working procedure.
Particularly, referring to shown in Figure 5, after the structure back cover of open caisson 4 finishes, promptly carry out burying underground of tester, deviational survey pipe and soil pressure sensor all adopt the method for boring backfill to bury underground.Between the 1# at 1 meter of distance back parados 5,3# jacking counter-force, a soil pressure measuring point S1 and displacement measuring points C1 are set respectively.Between the 2# at 1 meter of distance back parados 5,4# jacking counter-force, a soil pressure measuring point S2 and displacement measuring points C-2 are set respectively, measuring point S1, C1, S2, C2 buried depth are apart from the face of land of the back soil body 3 10 meters.Expose at the test lead on the face of land and go along with sb. to guard him the protection measuring point with 0.5 meter * 0.5 meter of hollow brick brick work.
Tested point place soil solidifying tried to survey to it after 7 days, and the reading of measuring point S1, C1, S2, C2 is all comparatively stable, and continuous 3 times numerical difference between all is no more than 10% of average.After about 40 days, push pipe begins jacking construction, carries out same step test initial value before this, the initial value of the average of 3 secondary data that record this moment as whole jack-in process.
During normal jacking, the test frequency in each stage one day 2 times when abnormal conditions appear in the bigger than normal or face of land when top power reading, suitably improves test frequency as required.The land movement value is all in-30 millimeters～+ 30 millimeters scopes, and the soil pressure measured value is no abnormal, and maximum value does not exceed 120kPa, need not take extra soil stabilization measure.
When the back soil body 3 needs reinforcement, be employed in the back parados 5 back B/2 scopes and carry out vertical rotary churning pile reinforcing.
The present invention's work progress of combining closely is taked corresponding control measure, needs the operation of extra increase few, can save the duration, the reduction expense, is the reasonable a kind of simple and practical method of control open caisson back soil deformation in the pipe-jacking project.
More than describe preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art need not creative work and just can design according to the present invention make many modifications and variation.Therefore, all technician in the art all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology through the available technical scheme of logical analysis, reasoning, or a limited experiment.
Claims (10)
1. job practices of controlling open caisson back soil deformation may further comprise the steps:
Step 1 is implemented well-points dewatering at the open caisson periphery, groundwater table is reduced to below the bottom surface of said open caisson;
Step 2 is strengthened the integral rigidity of the said open caisson of the bottom anchoring in soil layer raising of said open caisson;
Step 3, the jacking order of alternately arranging a plurality of parallel push pipes;
Step 4 is set up the simplification three-dimensional finite element model of the said open caisson and the back soil body thereof, and the top power when allowing the distortion limit value to confirm jacking construction according to the maximum of the said back soil body is controlled parameter in advance;
Step 5 adopts grouting process to make in jacking construction and forms between outer wall and the soil layer of said push pipe to have the thixotropic slurry cover that the resistance effect falls in antifriction;
Step 6, according to the jacking of the said parallel push pipe of step 3 order, before the jacking construction in the said back soil body installation testing instrument carry out measuring point and arrange, in the jacking construction according to the detecting information adjustment construction parameter of said measuring point feedback.
2. job practices as claimed in claim 1 wherein, in the step 2, is rinsed the inboard reservation groove of the sword pin top borehole wall well with giant, and surperficial concrete is all cut a hole hair and exposed stone, and with reserved steel bar and the welding of base plate reinforcing bar.
3. job practices as claimed in claim 1 wherein, in the step 2, is provided with the reaction force that concrete drilling bored concrete pile causes with opposing top power in the bottom of said open caisson; Said castinplace pile adopts down trapezoidal pile cover to be connected with the bottom of said open caisson; The stake top reinforcing bar of said castinplace pile anchors into the base plate of said open caisson, and said castinplace pile is respectively distinguished in the bottom of said open caisson in the lattice along evenly distributing perpendicular to push pipe jacking direction.
4. job practices as claimed in claim 1, wherein, in the step 3, the difference of two top power behind two caused open caissons of said parallel push pipe jacking simultaneously on the parados is no more than 20%.
5. job practices as claimed in claim 1, wherein, in the step 4, the said top power when adopting the shakedown analysis method to confirm jacking construction is controlled parameter in advance.
6. job practices as claimed in claim 1; Wherein, In the step 5, evenly arrange a plurality of mud jacking hole, on the three-joint pipe joint of said head back the mud jacking hole is set all at head afterbody hoop; Have on the pipe joint joint in per backward again three joints the mud jacking hole is set, tube coupling mud jacking hole all is oblique 45 ° of orthogonal loops to arranged crosswise.
7. job practices as claimed in claim 1 wherein, in the step 5, adopts the mud lubrication anti-friction agent that is made up of swell soil, powder chemistry paste, soda ash and water.
8. job practices as claimed in claim 1; Wherein, in the step 6, according to the site condition of the jacking order and the said back soil body; Press close to parados place, said back at the said back soil body and bury skew back pipe and soil pressure sensor underground, test lead adopts the mode of brick work brick wall and isolates on every side on the face of land.
9. job practices as claimed in claim 8 wherein, in the step 6, is tested the availability with the checking measuring point behind said back soil solidifying; Before said parallel push pipe jacking construction, carry out same testing procedure.
10. job practices as claimed in claim 9 wherein, in the step 6, when the said back soil body needs reinforcement, is employed in and carries out vertical rotary churning pile in the certain limit behind the parados of said back and reinforce.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104278665A (en) * | 2014-09-28 | 2015-01-14 | 河海大学 | Underwater burying device and method for steel open caisson side wall and blade foot soil piezometer |
| CN105302953A (en) * | 2015-10-21 | 2016-02-03 | 河海大学 | Three-dimensional finite element verification method of multilayer railroad bed structure shakedown analysis |
| CN105354370A (en) * | 2015-10-21 | 2016-02-24 | 河海大学 | Three-dimensional finite element calculation method for shakedown analysis of multi-layer railway roadbed structure |
| CN108999202A (en) * | 2018-08-23 | 2018-12-14 | 中铁六局集团广州工程有限公司 | Prevent the super heavy method and device of open caisson |
| CN109372532A (en) * | 2018-12-25 | 2019-02-22 | 中建四局第六建筑工程有限公司 | Jacking construction engineering method under multiplexed address environment |
| CN113464720A (en) * | 2021-08-17 | 2021-10-01 | 中铁五局集团第一工程有限责任公司 | Slurry balance pipe jacking construction method |
| CN113790308A (en) * | 2021-08-27 | 2021-12-14 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
| WO2023092966A1 (en) * | 2022-04-13 | 2023-06-01 | 中交第一航务工程局有限公司 | Caisson structure, and construction method and use therefor |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0536486A1 (en) * | 1991-10-08 | 1993-04-14 | Seiko Kogyo Kabushiki Kaisha | Foundation having cylindrical shell and construction method therefor |
| JP2004137685A (en) * | 2002-10-15 | 2004-05-13 | East Japan Railway Co | Caisson submergement method and supporting method using regular foundation pile |
| CN101148890A (en) * | 2007-11-08 | 2008-03-26 | 中交武汉港湾工程设计研究院有限公司 | Bridge caisson composite pile foundation and reverse construction method thereof |
| CN101270581A (en) * | 2008-05-09 | 2008-09-24 | 天津市市政工程设计研究院 | Anchor pile type well foundation and construction technique thereof |
-
2011
- 2011-12-15 CN CN2011104220740A patent/CN102561406A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0536486A1 (en) * | 1991-10-08 | 1993-04-14 | Seiko Kogyo Kabushiki Kaisha | Foundation having cylindrical shell and construction method therefor |
| JP2004137685A (en) * | 2002-10-15 | 2004-05-13 | East Japan Railway Co | Caisson submergement method and supporting method using regular foundation pile |
| CN101148890A (en) * | 2007-11-08 | 2008-03-26 | 中交武汉港湾工程设计研究院有限公司 | Bridge caisson composite pile foundation and reverse construction method thereof |
| CN101270581A (en) * | 2008-05-09 | 2008-09-24 | 天津市市政工程设计研究院 | Anchor pile type well foundation and construction technique thereof |
Non-Patent Citations (7)
| Title |
|---|
| 夏明耀等: "《地下工程设计施工手册》", 31 July 1999, 中国建筑工业出版社 * |
| 孙阳: "结构安定性数值分析方法及其工程应用研究", 《中国博士学位论文全文数据库工程科技II辑》 * |
| 朱丽娟: "大直径、长距离顶管在仙蠡桥工程中的应用", 《人民长江》 * |
| 梁交心等: "软弱土层中的大型沉井施工技术探究", 《建筑施工》 * |
| 赵文胜: "顶管工作坑钢筋混凝土沉井", 《山西建筑》 * |
| 陈镇松: "顶管工程操作井的钢筋混凝土沉井施工法", 《中国市政工程》 * |
| 龚宏华: "顶进框架桥沉井后背墙设计与施工", 《铁道建筑》 * |
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| CN104278665A (en) * | 2014-09-28 | 2015-01-14 | 河海大学 | Underwater burying device and method for steel open caisson side wall and blade foot soil piezometer |
| CN104278665B (en) * | 2014-09-28 | 2016-01-06 | 河海大学 | Steel open caisson sidewall and sword pin earth pressure gauge embedded device and method for embedding thereof under water |
| CN105302953A (en) * | 2015-10-21 | 2016-02-03 | 河海大学 | Three-dimensional finite element verification method of multilayer railroad bed structure shakedown analysis |
| CN105354370A (en) * | 2015-10-21 | 2016-02-24 | 河海大学 | Three-dimensional finite element calculation method for shakedown analysis of multi-layer railway roadbed structure |
| CN105302953B (en) * | 2015-10-21 | 2017-12-15 | 河海大学 | A kind of three-dimensional finite element verification method of multilayer railway bed Shakedown of Structures analysis |
| CN105354370B (en) * | 2015-10-21 | 2017-12-19 | 河海大学 | A kind of dimensional Finite Element method of multilayer railway bed Shakedown of Structures analysis |
| CN108999202A (en) * | 2018-08-23 | 2018-12-14 | 中铁六局集团广州工程有限公司 | Prevent the super heavy method and device of open caisson |
| CN109372532A (en) * | 2018-12-25 | 2019-02-22 | 中建四局第六建筑工程有限公司 | Jacking construction engineering method under multiplexed address environment |
| CN113464720A (en) * | 2021-08-17 | 2021-10-01 | 中铁五局集团第一工程有限责任公司 | Slurry balance pipe jacking construction method |
| CN113790308A (en) * | 2021-08-27 | 2021-12-14 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
| CN113790308B (en) * | 2021-08-27 | 2023-05-05 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
| WO2023092966A1 (en) * | 2022-04-13 | 2023-06-01 | 中交第一航务工程局有限公司 | Caisson structure, and construction method and use therefor |
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Application publication date: 20120711 |