CN104947649A - Control method for open caisson back soil deformation caused by pipe-jacking construction - Google Patents
Control method for open caisson back soil deformation caused by pipe-jacking construction Download PDFInfo
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Abstract
The invention provides a control method for open caisson back soil deformation caused by pipe-jacking construction and belongs to the technical field of construction. The control method for open caisson back soil deformation caused by pipe-jacking construction comprises the steps that firstly, well point dewatering is executed on the periphery of an open caisson, the underground water level is lowered to be below the bottom face of the open caisson, and therefore the friction force between the wall and the bottom face of the open caisson and a soil layer is increased; anchorage of the bottom of the open caisson in the soil layer is reinforced, the overall rigidness of the open caisson is brought into play, and the space deformation harmony of the open caisson under the action of jacking force is improved; a jacking sequence is determined, and two parallel jacking pipes are used for simultaneous jacking; simplified three-dimensional finite element models of the open caisson and the back soil of the open caisson are established, and the most unfavorable combination value [Vi, Vj] of the jacking force of the two parallel jacking pipes is determined through a stability analysis method and used as the jacking force pre-control parameter of jacking construction; in jacking construction, a small duct advanced slip casting technology is adopted, a thixotropic fluid sleeve with good performance is formed between the outer walls of the jacking pipes and the soil layer, the functions of reducing friction and lowering resistance are achieved, and therefore the disturbance influence of the jacking force on the back soil is reduced; finally, according to the preset jacking sequence of the parallel jacking pipes, a monitoring scheme is made in a targeted mode, monitoring point arrangement and monitoring are conducted before jacking construction is conducted, a test instrument is installed in the back soil, information is fed back in time, and therefore construction parameters can be adjusted.
Description
Technical field
What the present invention relates to is a kind of method of underground structrue engineering technical field, specifically the back soil body deformation of open caisson control method that causes of a kind of jacking construction.
Background technology
Pipe-jacking technology is when not excavating earth surface, utilizes hydraulic jack from upper pipe working well jacking section by section in underground by push-bench and tube coupling to be laid, until the non-excavating underground pipe line cable laying operation technique of push pipe received well.Pipe-jacking technology due to its superiority more and more universal, the field of application is also more and more wider.Be applied in recent years in the construction of many pipelines such as running water pipe, gas pipe, power cable, communication cable and generating plant circulation-water cooling system.In pipe-jacking project, open caisson has a wide range of applications as active well.It is in pipeline jack-in process, the top power moved in circles is passed to the soil body after wall by rear parados.If top power is excessive, and when open caisson back soil body stability is inadequate, larger distortion may appear in the soil body, makes the backhaul of jack part consume on soil deformation, lowers efficiency; Back soil can be caused time serious to destroy, make jacking failure.In addition, larger soil deformation also will cause the damage of road surface and building around open caisson, causes a series of environment disease.Therefore, strict control back soil body deformation of open caisson that jacking construction causes to guarantee pipe-jacking project safety with carry out smoothly very important.
Through retrieving existing technical literature, Yan Shaojun and Zhang Aihua is in " coal field geology and exploration " (in February, 2006,34th volume the 1st phase, 37th to the 40th page) in " pipe-jacking project back stressed with distortion three dimensional analysis " (article the number: 1001-1986 (2006) 01-0037-04) of delivering with certain pipe-jacking project for background, the supporting capacity of employing Rankine theory of passive pressure of soil to the back soil body is analyzed.By changing the modulus of elasticity parameter of the back soil body, getting different modulus respectively adopts Drucker-Prager model to calculate, obtain corresponding body of wall maximum horizontal displacement value, and reach a conclusion: the modulus of elasticity improving the soil body, can effectively reduce the horizontal movement value of back body of wall.The document is only carried out quantitative computational analysis to the bearing capacity of the open caisson back soil body and displacement according to theoretical, does not provide the correlation technique measure of restriction back land movement, does not namely consider the actual conditions of the loading-off-load repeatedly of push pipe.
Summary of the invention
The present invention is directed to prior art above shortcomings, the back soil body deformation of open caisson control method that a kind of jacking construction causes is proposed, solve in pipe-jacking project the deformation controlling problem considering the open caisson back soil body that top power repeated action causes, ensure that carrying out smoothly and reducing the impact on surrounding enviroment to greatest extent of pipe-jacking project.
The present invention is achieved by the following technical solutions, the present invention includes:
1) well-points dewatering is implemented, by groundwater table is reduced to below open caisson bottom surface, to increase the friction of open caisson wall and bottom surface and soil layer at open caisson periphery.
Described well-points dewatering, the construction characteristic according to the hydrogeological conditions in place, engineering design requirements and well sinking chooses dewatering mode.
The well depth of described dewatering well is H=H
1+ H
2+ H
3+ H
4+ ir
0, wherein: H is dewatering well well depth, H
1for caisson cutting edge is to surface distance, H
2for the requirement degree of depth at the bottom of precipitation water level distance open caisson, H
3for the active length of precipitation strainer, H
4for sediment tube length, i is hydraulic gradient, r
0for open caisson Equivalent Calculation radius.
Described dewatering well is chosen apart from the distance of open caisson wall by the place situation of open caisson periphery, is preferably 4m ~ 8m.
2) strengthen the anchoring bottom open caisson in soil layer, by playing open caisson integral rigidity, realizing the raising of the geometric distortion harmony of open caisson under the power effect of top, specifically comprising the following steps:
2.1) with giant, groove reserved inside the borehole wall above sword pin is rinsed well, whole for surface concrete dabbing is exposed stone, be convenient to the combination of New-old concrete, reserved steel bar and baseplate reinforcing bar adopt and are welded to connect, the length of welding point jointing is more than or equal to 35d, and d is the larger diameter of Reinforcement.
2.2) castinplace pile of concrete drill hole is set bottom open caisson, to resist the slippage that top power may cause.
Described castinplace pile, its diameter D is chosen by the site condition bottom open caisson, and quantity and the long l of stake are according to " technical code for building pile foundation " JGJ94-2008) in 5.7.2 bar determine.
Described castinplace pile is connected with adopting inverted trapezoidal pile cover bottom open caisson, and stake top reinforcing bar anchors into open caisson base plate, and castinplace pile is uniformly distributed along perpendicular to push pipe jacking direction in each district lattice bottom open caisson.
3) determine jacking order, adopt the jacking simultaneously of two parallel pipe jackings.
Described jacking order is according to plant equipment, site condition and cost-effectiveness requirement choose reasonable.
Top power V after open caisson while described caused by jacking on parados
iwith V
jdifference be no more than 20%.
4) set up the simplification three-dimensional finite element model of open caisson and the back soil body thereof, adopt analysis method for stability determining step 3) in the most dangerous combination value [V of two parallel pipe jacking top power
i, V
j], in this, as top power pre-control parameter during jacking construction, specifically comprise the following steps:
4.1) the modeling scope of FEM (finite element) model: get B perpendicular to push pipe jacking direction width, the length L of the open caisson back soil body is greater than 2d+2s, height h gets the distance of open caisson bottom surface to back soil body earth's surface, wherein: B is the width of open caisson, d is the length of side of jacking counterforce acting surface, and s is the distance between jacking counterforce acting surface to open caisson top.
4.2) computation model fringe conditions is as follows: apply tangential even distributed force at z=-t place, rear parados base and z=-t place, two sides, simulate open caisson bottom surface and soil body frictional force, open caisson sidewall and soil body frictional force respectively; Z on 4, z=0 place jacking counterforce acting surface according to step 3) jacking order apply counter-force respectively, remainder does not retrain; Two side x=-L/2 and x=+L/2 place, except z=-t part, limit its x direction displacement; Y=0 place, bottom surface, except z=-t part, limits the displacement in its y direction; Z=-L place, the back side, limits its z direction displacement; Y=h place, earth's surface is the scope of freedom.
4.3) soil body-shield machine system adopts the More's coulomb homalographic circle model considering elastic-plastic strain, and rear parados is pressed elastic body and considered, arranges the plane-plane contact characteristic of Contact surface element mould rigid body-beformable body between rear parados and the soil body.
5) in jacking construction, adopt small-lead-tube advanced slip-casting technique, make the thixotropic slurry cover forming superperformance between push pipe outer wall and soil layer, play the effect of antifriction, thus reduce top power to the disturbing influence of the back soil body, concrete steps comprise:
5.1) arrange at inlet and outlet cave there is the antipriming of waterproof effect, and from going out hole mud jacking; Make interface tube sealing performance keep good, and guaranteeing that slurries are not bonded after avoiding pipe to enter the soil body while inlet and outlet cave seepage.
5.2) be evenly arranged 4 mud jacking holes at head afterbody hoop, uniform mud jacking hole on the three-joint pipe joint after head, and in units of every three joints, select a wherein pipe joint joint upper layout mud jacking hole.
Be that oblique 45 ° of orthogonal loops are to arranged crosswise between described mud jacking hole.
5.3) the mud lubrication anti-friction agent containing swell soil, CMC (Carboxymethyl Cellulose, carboxymethyl cellulose), sodium carbonate and water is adopted to put on pipeline section sidewall and soil body contact site by injected hole.
6) by step 3) the jacking order of the parallel pipe jacking determined, formulate monitoring scheme targetedly, before jacking construction, carry out point layout and monitoring, installation testing instrument in the back soil body, timely feedback information, to adjust construction parameter, specifically comprises:
6.1) according to site condition and the step 3 of the back soil body) jacking determined order, after the back soil body is pressed close to, parados place buries skew back pipe and soil pressure sensor underground in suitable place, earth's surface test lead adopts the mode of brick work brick wall and surrounding to isolate, and avoids destruction and the interference of suffering other working procedure.
6.2) tester sinks to design elevation at open caisson, carries out after back cover terminates, and at least starts jacking construction 7 days apart from push pipe.Process to be installed all terminated soil solidifying after at least 7 days, and carry out examination and survey with the availability verifying measuring point, require stable reading, the numerical difference of continuous 3 times is no more than 10% of average.Before jacking, same step test initial value will be carried out, using the initial value of the average of 3 secondary data now recorded as whole jack-in process at push pipe.
6.3) monitoring frequency one day 2 times, when the power of top reading is bigger than normal or abnormal conditions appear in earth's surface, suitably improves test frequency as required.Land movement should control in-30mm ~+30mm scope, using these data as judging that the back soil body is the need of the foundation of carrying out reinforcing; If desired, then after rear parados, vertical rotary churning pile reinforcing is carried out within the scope of B/2.
Technique effect
Compared with prior art, The present invention gives the stronger technical measures of multinomial specific aim, solve major diameter parallel pipe jacking to construct the back soil body deformation of open caisson control problem caused, the distortion of the open caisson back soil body is made effectively to control within the scope of designing requirement, for effective performance of pushing up power in pipe-jacking project has supplied an important technology to ensure, compensate for deficiency and the defect of existing technique.The inventive method is simple, easy to implement, expense is low, is applicable to similar operating mode, has suitable reference value in similar engineering field.
Accompanying drawing explanation
Fig. 1 is engineering plan of the present invention.
Fig. 2 is engineering sectional drawing of the present invention.
Fig. 3 is open caisson lower concrete castinplace pile schematic diagram of the present invention.
Fig. 4 is three-dimensional finite element model scale diagrams of the present invention.
Fig. 5 is three-dimensional finite element model stress and strain model schematic diagram of the present invention.
Fig. 6 is back soil monitoring point layout schematic diagram of the present invention.
Fig. 7 is back land movement of the present invention actual measurement maximum value schematic diagram.
Detailed description of the invention
Elaborate to embodiments of the invention below, the present embodiment is implemented under premised on technical solution of the present invention, give detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Embodiment 1
Certain north is prolonged and is sent Hydraulic Projects to need newly-builtly to contain with passing through certain river, and Fig. 1 is engineering plan, and Fig. 2 is engineering sectional drawing.The long 450m of main culvert pipe, adopts 4 push pipes often to save reinforced concrete prefabricated push pipe specification to be: interior diameter 3500mm, long 2.5m), every bar push pipe is made up of 180 joint prefabricated pipe, has the feature of heavy in section, long distance.Center to center distance 9.5m between each bar push pipe, at the bottom of pipe, pipe crest level is respectively-17.65m and-13.45m.Southern side active well and north side received well are caisson structure, planar dimension 37m × 22.5m, and sword sole elevation is-21.0m.Push pipe is by the active well of southern side, and jacking accepts well to north side and terminates.
1) according to the detailed geology survey data of construction plant, the construction characteristic of incorporation engineering designing requirement and well sinking, this programme design adopts bridge-type drainage steel tube well precipitation, H
1get 25m; H
2get 1m; H
3get 2m; H
4get 2m; I gets 1/5; r
0get 17.5m, with due regard to surplus capacity, H presses 35m value.Dewatering well is arranged in open caisson periphery, distance open caisson outer wall 7m.
2) anchoring in soil layer bottom following measures reinforcement open caisson is adopted:
1. when well sinking is to design elevation, to rinse and after surperficial dabbing process, the new paving reinforcing bar of the reserved steel bar in groove and open caisson base plate adopts and is welded to connect, and welding point staggers mutually reserving groove to surrounding, d=28mm, the length of welding point jointing is taken as 1000mm.
2. settling bottom site condition chooses castinplace pile diameter D=0.8m, by " technical code for building pile foundation " JGJ94-2008) in 5.7.2 bar determine the cast-in-place concrete pile of the long l=8m of common need 16 pile, 2 are respectively arranged along perpendicular to push pipe jacking direction in each district lattice, castinplace pile is connected with adopting inverted trapezoidal pile cover bottom open caisson, inverted trapezoidal pile cover size conforms Fig. 3 requirement, stake top reinforcing bar anchors into open caisson base plate.
3) there are 4 pipelines be parallel to each other to need jacking in this case history, consider restriction and the economy of equipment, according to the principle jacking stage by stage of 2 push pipes one group.For reducing influencing each other between push pipe, not making the active force of the back soil body too concentrated, often organizing push pipe jacking simultaneously.During jacking, close observation both sides oil cylinder reading, the top power V after the open caisson that two push pipe jackings are caused on parados
i, V
jdifference control within 20%.
4) according to engineering calculation required precision, Fig. 4 and Fig. 5 sets forth simplification three-dimensional finite element model size and the stress and strain model schematic diagram of open caisson and the back soil body thereof, adopting analysis method for stability to get many group tops power combined value is applied on model, carry out circulation Load-unload, finally determine that the most dangerous combination value of two parallel pipe jacking top power is for [V
i=10290kN, V
j=9650kN], in this, as top power pre-control parameter when often organizing push pipe jacking construction, specifically comprise the following steps:
1. the modeling scope of FEM (finite element) model: in this case history, perpendicular to push pipe jacking direction width B=37m, the length of side d=4.2m of jacking counterforce acting surface, the distance s=12.2m between jacking counterforce acting surface and open caisson top.Therefore, the length L=35m of the open caisson back soil body, height h=18m.
2. model boundary condition: apply tangential even distributed force at z=-1m place, rear parados base and z=-1m place, two sides, simulate open caisson bottom surface and soil body frictional force, open caisson sidewall and soil body frictional force respectively; Z on 4, z=0 place jacking counterforce acting surface according to step 3) jacking order apply counter-force according to every 2 push pipes one group, remainder does not retrain; Two side x=-18.5m and x=+18.5m place, except z=-1m part, limit its x direction displacement; Y=0 place, bottom surface, except z=-1m part, limits the displacement in its y direction; Z=-20m place, the back side, limits its z direction displacement; Y=+18m place, earth's surface is the scope of freedom.
3. the soil body and rear parados are all simulated with three-dimensional hexahedron solid element, and soil body-shield machine system adopts the More's coulomb homalographic circle model considering elastic-plastic strain; Rear parados is pressed elastic body and is considered, does not consider its plastic strain.Between rear parados and the soil body, arrange the plane-plane contact characteristic of Contact surface element mould rigid body-beformable body, the friction factor between soil and concrete gets 0.3.
5) in this engineering jack-in process, following several measures are taked to ensure the slip casting effect of thixotropic slurry:
1. make the circle water flange that width is 25cm at inlet and outlet cave place, in hole, separately make a circle water-stopping steel collar be attached thereto.Open portal, when head enters hole, start mud jacking.
2. be provided with 4 synchronous grouting holes at development machine afterbody, be evenly arranged in 90 degree mutually at hoop.In whole pipeline, establish 1 to mend slurry section at interval of 2 pipes, each section totally 4 injected holes, all in Oblique 45 Degree orthogonal loop to arranged crosswise, utilize the mud jacking hole of head afterbody to carry out synchronous grouting, utilize the mud jacking hole on tube coupling to carry out benefit slurry, mend slurry and carry out successively in order.
3. according to geology exploration data, there is the stratum of part containing conglomerate stone in this engineering ground, has obvious adverse effect to jacking resistance.Swell soil, CMC powder chemistry paste), the weight ratio of soda ash and water is: 16%, 0.2%, 0.6%, 84%, the thixotropic slurry mixed and stirred leaves standstill and pours into after 24 hours again.
6) the measuring point layout plan of the open caisson back soil body is given in Fig. 6:
1. a soil pressure measuring point S-1 and displacement measuring points C-1 is respectively set between 1#, 3# jacking counter-force apart from rear parados 1m place; Between 2#, 4# jacking counter-force apart from rear parados 1m place, respectively arrange a soil pressure measuring point S-2 and displacement C-2, measuring point S-1, C-1, S-2, C-2 buried depth is apart from back soil body earth's surface 10m.Exposed test lead hollow brick brick work 0.5m × 0.5m on earth's surface goes along with sb. to guard him protection measurements.
2. after caisson structure back cover terminates, namely carry out burying underground of tester, inclinometer pipe and soil pressure sensor all adopt the method for boring backfill to bury underground.Tested point place soil solidifying is after 7 days, and carry out examination to it and survey, the reading of measuring point S-1, C-1, S-2, C-2 is all comparatively stable, and the numerical difference of continuous 3 times is all no more than 10% of average.After about 40 days, push pipe starts jacking construction, tests out initial value before this, gets the continuous statistical average recorded for 3 times.
3. during normal jacking, the monitoring frequency in each stage one day 2 times, the maximum monitor value at the data in Fig. 7 are measuring point in the jack-in process different depth place in each stage, shift value is all in-30mm ~+30mm scope, and soil pressure measured value is without exception, maximum value does not exceed 120kPa, does not need to take extra soil stabilization measure.
The soil deformation maximum value monitoring result provided in Fig. 7 shows that the maximum peak excursion of the open caisson back soil body in jack-in process is no more than 22mm, advantageously demonstrates the validity and reliability of the inventive method.The present invention's work progress of combining closely takes corresponding control measure, and need the extra operation increased few, can save duration, reduction expense, be a kind of simple and practical method of conservative control back soil body deformation of open caisson in pipe-jacking project.
Claims (10)
1. the back soil body deformation of open caisson control method that causes of jacking construction, is characterized in that, comprise the following steps:
1) well-points dewatering is implemented, by groundwater table is reduced to below open caisson bottom surface, to increase the friction of open caisson wall and bottom surface and soil layer at open caisson periphery;
2) strengthening the anchoring bottom open caisson in soil layer, by playing open caisson integral rigidity, realizing the raising of the geometric distortion harmony of open caisson under the power effect of top;
3) determine jacking order, adopt the jacking simultaneously of two parallel pipe jackings;
4) set up the simplification three-dimensional finite element model of open caisson and the back soil body thereof, adopt analysis method for stability determining step 3) in the most dangerous combination value [V of two parallel pipe jacking top power
i, V
j], in this, as top power pre-control parameter during jacking construction;
5) in jacking construction, adopt small-lead-tube advanced slip-casting technique, make the thixotropic slurry cover forming superperformance between push pipe outer wall and soil layer, play the effect of antifriction, thus reduce top power to the disturbing influence of the back soil body;
6) by step 3) the jacking order of the parallel pipe jacking determined, formulate monitoring scheme targetedly, before jacking construction, carry out point layout and monitoring, installation testing instrument in the back soil body, timely feedback information is to adjust construction parameter.
2. method according to claim 1, is characterized in that, described well-points dewatering, and the construction characteristic according to the hydrogeological conditions in place, engineering design requirements and well sinking chooses dewatering mode.
3. method according to claim 1, is characterized in that, the well depth of described dewatering well is H=H
1+ H
2+ H
3+ H
4+ ir
0, wherein: H is dewatering well well depth, H
1for caisson cutting edge is to surface distance, H
2for the requirement degree of depth at the bottom of precipitation water level distance open caisson, H
3for the active length of precipitation strainer, H
4for sediment tube length, i is hydraulic gradient, r
0for open caisson Equivalent Calculation radius.
4. method according to claim 3, is characterized in that, described dewatering well is 4m ~ 8m apart from the distance of open caisson wall.
5. method according to claim 1, is characterized in that, described step 2 specifically comprises:
2.1) with giant, groove reserved inside the borehole wall above sword pin is rinsed well, whole for surface concrete dabbing is exposed stone, be convenient to the combination of New-old concrete, reserved steel bar and baseplate reinforcing bar adopt and are welded to connect, the length of welding point jointing is more than or equal to 35d, and d is the larger diameter of Reinforcement;
2.2) castinplace pile of concrete drill hole is set bottom open caisson, to resist the slippage that top power may cause.
6. method according to claim 5, is characterized in that, described castinplace pile is connected with adopting inverted trapezoidal pile cover bottom open caisson, and stake top reinforcing bar anchors into open caisson base plate, and castinplace pile is uniformly distributed along perpendicular to push pipe jacking direction in each district lattice bottom open caisson.
7. method according to claim 1, is characterized in that, the top power V after the open caisson while described caused by jacking on parados
iwith V
jdifference be no more than 20%.
8. method according to claim 1, is characterized in that, described step 4 specifically comprises:
4.1) the modeling scope of FEM (finite element) model: get B perpendicular to push pipe jacking direction width, the length L of the open caisson back soil body is greater than 2d+2s, height h gets the distance of open caisson bottom surface to back soil body earth's surface, wherein: B is the width of open caisson, d is the length of side of jacking counterforce acting surface, and s is the distance between jacking counterforce acting surface to open caisson top;
4.2) computation model fringe conditions is as follows: apply tangential even distributed force at z=-t place, rear parados base and z=-t place, two sides, simulate open caisson bottom surface and soil body frictional force, open caisson sidewall and soil body frictional force respectively; Z on 4, z=0 place jacking counterforce acting surface according to step 3) jacking order apply counter-force respectively, remainder does not retrain; Two side x=-L/2 and x=+L/2 place, except z=-t part, limit its x direction displacement; Y=0 place, bottom surface, except z=-t part, limits the displacement in its y direction; Z=-L place, the back side, limits its z direction displacement; Y=h place, earth's surface is the scope of freedom;
4.3) soil body-shield machine system adopts the More's coulomb homalographic circle model considering elastic-plastic strain, and rear parados is pressed elastic body and considered, arranges the plane-plane contact characteristic of Contact surface element mould rigid body-beformable body between rear parados and the soil body.
9. method according to claim 1, is characterized in that, described step 5 specifically comprises:
5.1) arrange at inlet and outlet cave there is the antipriming of waterproof effect, and from going out hole mud jacking; Make interface tube sealing performance keep good, and guaranteeing that slurries are not bonded after avoiding pipe to enter the soil body while inlet and outlet cave seepage;
5.2) be evenly arranged 4 mud jacking holes at head afterbody hoop, uniform mud jacking hole on the three-joint pipe joint after head, and in units of every three joints, select a wherein pipe joint joint upper layout mud jacking hole;
5.3) the mud lubrication anti-friction agent containing swell soil, CMC, sodium carbonate and water is adopted to put on pipeline section sidewall and soil body contact site by injected hole.
10. method according to claim 1, is characterized in that, described step 6 specifically comprises:
6.1) according to site condition and the step 3 of the back soil body) jacking determined order, after the back soil body is pressed close to, parados place buries skew back pipe and soil pressure sensor underground in suitable place, earth's surface test lead adopts the mode of brick work brick wall and surrounding to isolate, and avoids destruction and the interference of suffering other working procedure;
6.2) tester sinks to design elevation at open caisson, carries out after back cover terminates, and at least starts jacking construction 7 days apart from push pipe; Process to be installed all terminated soil solidifying after at least 7 days, and carry out examination and survey with the availability verifying measuring point, require stable reading, the numerical difference of continuous 3 times is no more than 10% of average; Before jacking, same step test initial value will be carried out, using the initial value of the average of 3 secondary data now recorded as whole jack-in process at push pipe;
6.3) monitoring frequency one day 2 times, when the power of top reading is bigger than normal or abnormal conditions appear in earth's surface, suitably improves test frequency as required; Land movement should control in-30mm ~+30mm scope, using these data as judging that the back soil body is the need of the foundation of carrying out reinforcing; If desired, then after rear parados, vertical rotary churning pile reinforcing is carried out within the scope of B/2.
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| CN105570534A (en) * | 2016-02-22 | 2016-05-11 | 中国水利水电第十一工程局有限公司 | Shallow-burial-depth pipe-jacking equipment capable of controlling ground structural deformation and construction method |
| CN105650345A (en) * | 2016-03-14 | 2016-06-08 | 中国葛洲坝集团基础工程有限公司 | Construction method and detection device for top pipe outer wall thixotropic slurry lubricating sleeve formation in loose covering layer |
| CN108951815A (en) * | 2018-08-07 | 2018-12-07 | 中国十七冶集团有限公司 | One kind being suitable for deformation monitoring and control method when road rain Sewage Pipe-Jacking Construction |
| CN109098725A (en) * | 2018-08-25 | 2018-12-28 | 许明 | A kind of rectangular shield machine with the native device of anti-back |
| CN109098725B (en) * | 2018-08-25 | 2020-05-19 | 浙江中铁工程装备有限公司 | Rectangular shield constructs machine with prevent back of body native device |
| CN109695262A (en) * | 2019-01-20 | 2019-04-30 | 西南交通大学 | A kind of prominent heavy experimental rig of simulation open caisson generation founding |
| CN112307551B (en) * | 2020-11-09 | 2022-10-04 | 山西四建集团有限公司 | Construction method for large-diameter long-distance mechanical pipe jacking counter force structure |
| CN112307551A (en) * | 2020-11-09 | 2021-02-02 | 山西四建集团有限公司 | Construction method for large-diameter long-distance mechanical pipe jacking counter force structure |
| CN113309524A (en) * | 2021-03-19 | 2021-08-27 | 中铁四局集团有限公司 | Method for controlling influence of rectangular pipe jacking tunneling in shallow soil-covered stratum on surrounding environment |
| CN113309524B (en) * | 2021-03-19 | 2023-09-12 | 中铁四局集团有限公司 | Control method for influence of rectangular pipe jacking tunneling of shallow earth stratum on surrounding environment |
| CN114562276A (en) * | 2022-02-28 | 2022-05-31 | 重庆大学 | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy |
| CN114562276B (en) * | 2022-02-28 | 2023-03-14 | 重庆大学 | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy |
| 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 |
| CN115046055A (en) * | 2022-06-21 | 2022-09-13 | 北京住总集团有限责任公司 | Pipe jacking settlement control system and method |
| CN115046055B (en) * | 2022-06-21 | 2024-05-28 | 北京住总集团有限责任公司 | Push pipe settlement control system and method |
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