CN217150172U - Underground continuous wall system used under weak geological conditions of sea reclamation area - Google Patents
Underground continuous wall system used under weak geological conditions of sea reclamation area Download PDFInfo
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- CN217150172U CN217150172U CN202122799488.7U CN202122799488U CN217150172U CN 217150172 U CN217150172 U CN 217150172U CN 202122799488 U CN202122799488 U CN 202122799488U CN 217150172 U CN217150172 U CN 217150172U
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Abstract
The utility model discloses an underground continuous wall system for under soft geological conditions of land reclamation district, including total foundation ditch region, be provided with foundation ditch underground continuous wall around total foundation ditch region, foundation ditch underground continuous wall includes left continuous wall, right continuous wall, preceding continuous wall and back continuous wall, left side continuous wall, right continuous wall, preceding continuous wall and back continuous wall enclose into a confined annular underground continuous wall structure, be provided with the interval continuous wall between preceding continuous wall and the back continuous wall, the interval continuous wall separates into a plurality of minutes foundation ditch regions with total foundation ditch region, preceding continuous wall reserves has half formula underground continuous wall region, half formula underground continuous wall region is used for the underground space intercommunication with the adjacent structure of total foundation ditch region. The underground continuous wall system for the weak geological conditions of the sea-filling area has the characteristic of high supporting strength, and can reduce the construction difficulty, save the construction period and improve the engineering benefit when applied.
Description
Technical Field
The utility model relates to a construction structure, especially an underground continuous wall system for under the weak geological conditions of sea reclamation area.
Background
Shenzhen anterior sea comprehensive transportation hub and upper cover property engineering, a north-adjacent double-boundary river road, a south-adjacent peach garden road, an east-adjacent navigation sea road and a west-adjacent listening sea road. The underground railway is positioned between the No. 11 subway line and the deep intercity line of the Guanguan, comprises 6 layers of basements and 8 tower buildings above the basements, and is about 80-100 m in width and about 830m in length. The project has the defects of large foundation pit area, large foundation pit depth, weak geological conditions, complex geological conditions of the sea-filling area, large quantity of engineering piles (about 2 ten thousand piles), and huge earthwork excavation amount (about 230 ten thousand meters) 3 ) And the foundation pit and basements of the bay stations before the subway lines 1#, 5#, and 11# in operation share the support piles, so that the underground foundation pit engineering of the engineering adopts the underground continuous wall as a foundation pit support structure. Due to the complexity and the particularity of the engineering, the existing foundation pit construction process has the defects of high construction difficulty, low construction efficiency, insufficient support strength, long construction period and the like during construction, and the construction cost can be greatly increased.
Therefore, the present invention is directed to provide a new technical solution to solve the existing technical drawbacks.
SUMMERY OF THE UTILITY MODEL
In order to overcome the not enough of prior art, the utility model provides an underground continuous wall system for under the weak geological conditions of land reclamation district has solved that current construction process uses the construction degree of difficulty that exists when this project big, the efficiency of construction is low, construction cost is high, the period is long, support intensity is not enough, technical defect such as economic benefits is poor.
The utility model provides a technical scheme that its technical problem adopted is:
the underground continuous wall system for the weak geological conditions of the sea-filling area comprises a main foundation pit area, wherein a foundation pit underground continuous wall is arranged around the main foundation pit area and comprises a left continuous wall, a right continuous wall, a front continuous wall and a rear continuous wall, the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall are encircled to form a closed annular underground continuous wall structure, a partition continuous wall is arranged between the front continuous wall and the rear continuous wall and divides the main foundation pit area into a plurality of sub-foundation pit areas, a half-section underground continuous wall area is reserved on the front continuous wall, and the half-section underground continuous wall area is used for communicating underground spaces of structures adjacent to the main foundation pit area.
As an improvement of the technical scheme, supporting pile structures used for improving the supporting strength of weak geology are arranged in the range of 12m outside the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall.
As a further improvement of the technical scheme, the supporting pile structure comprises a grid type cement stirring pile and a grid type single-pipe jet grouting pile.
As a further improvement of the technical scheme, the grid type cement mixing piles are arranged in the weak geological formation within the range of 12m outside the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall; and the grid type single-pipe rotary spraying piles are arranged on the geological strata of the stone filling layer, which contains building garbage and disordered miscellaneous fillers, in the range of 12m outside the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall.
As a further improvement of the technical scheme, the weak geological formations on the outer sides of the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall are provided with cement mixing piles for performing tank-forming reinforcement treatment; and the geological layers of the stone filling layers containing the building garbage and the disordered miscellaneous fillers outside the left continuous wall, the right continuous wall, the front continuous wall and the rear continuous wall are provided with single-pipe jet grouting piles for grooving reinforcement treatment.
As a further improvement of the technical scheme, a top beam is arranged on the upper portion of the foundation pit underground continuous wall, a plurality of waist beams are arranged on the inner side wall of the foundation pit underground continuous wall, the top beam is used for being connected with the supporting cross beam on the uppermost layer, and the waist beams are used for being connected with the supporting cross beams on the lower portion.
As a further improvement of the technical scheme, the top parts of the left continuous wall, the right continuous wall, the front continuous wall, the rear continuous wall and the partition continuous wall are respectively provided with a drainage and interception ditch which are communicated with each other, the drainage and interception ditches are positioned at the top parts of the continuous walls, and the drainage and interception ditches are provided with slag sinks at intervals.
As a further improvement of the above technical scheme, the top of each of the left continuous wall, the right continuous wall, the front continuous wall, the rear continuous wall and the partition continuous wall is provided with a first ditch baffle and a second ditch baffle, the first ditch baffle and the second ditch baffle are respectively positioned at two sides of the top of the continuous wall, and a space between the first ditch baffle and the second ditch baffle forms the intercepting drainage ditch; ditch connecting plates are distributed between the first ditch baffle and the second ditch baffle at intervals.
As a further improvement of the above technical solution, the first gutter baffle and the second gutter baffle are integrally cast with the left continuous wall, the right continuous wall, the front continuous wall, the rear continuous wall and the partition continuous wall.
The utility model also provides a construction method that is used for the soft geological conditions of land reclamation underground continuous wall system, including following construction steps:
s1, measuring and setting out, namely measuring and setting out the construction line position of the underground diaphragm wall according to a drawing;
s2, performing soft foundation treatment, namely performing soft foundation treatment according to the measured and laid-out underground continuous wall line position to improve the support strength of the weak stratum;
s3, grooving and reinforcing, namely grooving and reinforcing both sides of the linear position of the underground continuous wall;
s4, grooving the underground continuous wall, and excavating the groove according to the scribed line position of the underground continuous wall;
s5, manufacturing an underground continuous wall reinforcement cage;
s6, hoisting the reinforcement cage of the underground continuous wall;
s7, pouring concrete for the underground continuous wall;
and S8, backfilling the hollow wall section, and backfilling the hollow wall section of the half-section type underground continuous wall part in the underground continuous wall by adopting broken stones.
As an improvement of the technical scheme, in step S2, a soft geological layer within 12m of one side of the underground continuous wall is subjected to grid type cement mixing pile soft foundation treatment;
in step S2, the rockfill geological formation containing construction waste and disordered miscellaneous fill within 12m of one side of the underground continuous wall is subjected to grid type single-pipe jet grouting pile soft foundation treatment.
As a further improvement of the technical scheme, when the soft foundation treatment of the grid type cement mixing pile is carried out, the construction method comprises the following construction steps:
s211, measuring and placing the axis of the mixing pile, measuring the axis of the mixing pile along the foundation pit, and grasping the distribution of underground obstacles at the axis position according to the actual situation on site;
s212, axial line excavation: excavating an axial line position according to the distribution condition of the obstacles on site, clearing underground obstacles 2-3m away from the upper part, backfilling and compacting, and reserving a mud groove about one meter deep;
s213, positioning the pile position, re-measuring and setting out the axial line of the stirring pile, and positioning the pile position;
s214, a drilling machine is in place, the mixing pile machine is moved to the pile centering position, and the rack is adjusted to be horizontal and the guide frame is adjusted to be vertical;
s215, preparing cement slurry, wherein the cement is ordinary portland cement with PO42.5MPa, the doping amount of the cement is 68.4kg/m, the water-cement ratio of the cement slurry is 0.4-0.55, and the grouting pressure is kept at 0.40-0.60 MPa;
s216, stirring and sinking, spraying, starting a machine, starting a mortar pump to pump the prepared cement slurry, and enabling the stirring head to rotate, spray and sink along the support;
s217, lifting, spraying and stirring, lifting a drill rod, spraying, and lifting at the same time until the top elevation of the wall body is reached;
s218, repeating the downward stirring and lifting guniting processes once, lifting the stirring head to the designed pile top elevation, lifting the guniting while rotating, sinking and guniting to the designed depth, and lifting the guniting, and lifting the stirring machine out of the ground after the four-stirring and four-spraying processes are completed;
s219, cleaning residual cement slurry in a mortar pump and a pipeline;
s210, shifting to the next pile position for construction;
the effective diameter of the pile mixing pile is 550mm, the pile mixing piles are mutually overlapped by 150mm, the construction interval time of adjacent piles is not more than 2h, and the overlapping time between pile rows is not more than 24 h.
As a further improvement of the technical scheme, when the soft foundation treatment of the grid type cement mixing pile is carried out, if construction waste and an unordered mixed filling stone layer are met, and the local mixing pile is difficult to construct, after design and construction approval, the construction is carried out by using a jet grouting pile, pile positions are released according to a drawing by a professional constructor according to an axis control pile, each pile position is driven into a bamboo strip with the length of 20cm and the width of about 2cm, and a pile number is written, so that the examination and the rechecking can be carried out in time; during grouting, after the grout reaches a grout spraying opening, the grout spraying at the bottom of the pile is not less than 30s, so that the grout can completely reach the end of the pile, and then the grout spraying, stirring and lifting are carried out; when the grout spraying port reaches the elevation of the pile top, stopping lifting, stirring for several seconds, enabling the grout stopping surface to be higher than the designed pile top surface by 0.50m, if grout is stopped due to reasons, sinking the stirrer to be 0.5m below a grout stopping point, and continuing to spray, stir and lift when grout supply is resumed; the stirring drill bit is stopped when the stirring drill bit is smaller than 550mm, and the drill bit is repaired or replaced in time; quantitatively feeding the cement according to the length of the constructed pile, ensuring the cement consumption per linear meter, checking the residual quantity in the tank or the barrel after the single-pile construction is finished, and timely repairing and driving if the residual quantity exists; the pile-forming depth is marked according to the design requirement and the stratum condition and according to the depth calibrated by a depth meter or a drilling tower on the pile machine, and the depth calibration check is carried out once before the start of work.
As a further improvement of the technical scheme, when the grid type single-pipe jet grouting pile soft foundation treatment is carried out, the method comprises the following construction steps:
s221, a drilling machine is in place, the drilling machine is in place and requires three points of a drill bit, a pile casing center and a drill rod center to be in a line, and the drilling machine is seated firmly and stably;
s222, leading holes to form holes, and forming the holes by using a geological drilling machine or a down-the-hole drilling machine, wherein the diameter of the holes is 80 mm, and the diameter of the holes reaches the design depth;
s223, placing the rotary jet grouting pile machine in place, forming a hole for the second time to reach the designed pile bottom elevation, adopting a single-pipe method for rotary jet grouting, enabling the jet pressure of high-pressure cement slurry of the rotary jet grouting pile to be greater than 20MPa, enabling the lifting speed to be 8-10cm/min, adopting P.O.42.5 ordinary portland cement, enabling the water cement ratio to be 1.0, and enabling the cement slurry to be used along with stirring;
s224, the cement consumption of the jet grouting pile per meter is not less than 150 kg;
s225, when the high-pressure injection grouting is finished, quickly pulling out the grouting pipe, and adopting measures such as grouting back or secondary grouting at the original hole position to prevent the grout from solidifying and shrinking to influence the elevation of the pile top;
and S226, moving to the next hole site for construction.
As a further improvement of the technical scheme, when the grid type single-pipe jet grouting pile soft foundation treatment is carried out, the verticality of the drill rod is observed in the drilling process, once the drill rod is found to be inclined, the drilling is stopped, the drill rod is lifted to be vertical to the level surface, and then the drilling is continued; in the construction process, holes are led by adopting an interval jumping method, the hole spacing is less than or equal to 1.5m, and slurry channeling is prevented; after drilling to a designed elevation, sealing the empty top opening by using a sand bag to prevent the empty top opening from being blocked; in the mud circulating system of the construction site, the waste slurry emitting liquid is led into or discharged into a mud pit in time in the construction process, and the sediment is condensed and then is transported to the outside of the site for storage or disposal.
As a further improvement of the above technical solution, in step S3, when performing trenching reinforcement, performing a cement mixing pile trenching reinforcement treatment on the weak geological formations on both sides of the underground continuous wall line; and carrying out single-pipe jet grouting pile grooving reinforcement treatment on the geological strata of the rockfill layer containing the building waste and the disordered miscellaneous filling on the two sides of the line position of the underground continuous wall.
As a further improvement of the above technical solution, when performing step S4, the method includes the following steps:
s41, dividing the groove sections, framing the underground diaphragm wall according to a design drawing, and arranging the breadth length according to the design;
s42, lofting the groove section, accurately positioning an underground continuous wall mark on the guide wall according to a design drawing and a control point and a level point provided by a construction unit, and marking the joint position by externally placing 5cm at each side of the ground wall to ensure that the ground wall does not invade the lining;
s43, excavating the groove sections, wherein the excavated groove sections adopt 3 trenching machines which are provided with a sag display instrument and an automatic deviation correcting device;
s44, grooving and entering the rock,
for the region which is difficult to penetrate deep rock filling in the upper rock filling layer, a large-diameter down-the-hole hammer is adopted to guide holes, and sand is used for backfilling and replacement;
s45, measuring and controlling the groove depth, wherein the groove depth is measured by using a calibrated measuring rope, each measuring point is 2 points according to the width of each measuring point, and the depth of the digging groove is controlled according to the elevation of the guide wall so as to ensure the design depth;
s46, testing the groove section, wherein the content of the groove section test comprises the plane position of the groove section, the depth of the groove section, the wall surface verticality of the groove section and the end surface verticality of the groove section, and the method for testing the groove section comprises the following steps: detecting the plane position deviation of the groove section, namely actually measuring the positions of two ends of the groove section by using a measuring hammer, wherein the deviation between an actually measured position line of the two ends and a framing line of the groove section is the plane position deviation of the groove section, detecting the depth of the groove section, and actually measuring the groove bottom depths of the left position and the right position of the groove section by using the measuring hammer, wherein the average depth of the two positions is the depth of the groove section;
and S47, processing corners of the guide wall, and correspondingly placing the guide wall at the corners by 20cm according to the shape of the end face of the grooving machine so as to prevent the lower groove of the reinforcement cage from being obstructed due to insufficient grooving section.
As a further improvement of the above technical means, when performing step S43, the method includes:
s431, perpendicularity control of grooving machine
Before grooving, the flatness of a grooving machine is adjusted by using a vehicle-mounted level gauge, and in the grooving process, a hydraulic grab bucket is provided with a longitudinal deviation correcting device, the state of the grab bucket is detected in real time through a tilt angle sensor and is sent to a processor for processing, and the processor sends a deviation correcting signal to a control oil cylinder to adjust the state of the grab bucket; the wall of the groove can be trimmed back and forth at any time in the work, the advanced measuring system is provided with a touch screen computer measuring system, the excavation depth and the inclination of the hydraulic grab bucket are recorded and displayed, the excavation depth, the lifting speed and the positions in the x and y directions can be accurately displayed on a screen, the inclination measuring precision can reach 0.01 degrees, and the groove wall can be stored by a computer and automatically printed and output;
s432, grooving and excavating sequence
Firstly, the unit groove sections adopt the sequence of firstly digging two sides and then digging the single holes at two ends of the groove sections, or adopt the method of digging a first hole, jumping a distance and then digging a second hole, so that an unearthed partition wall is left between the two single holes, thus the grab bucket can be balanced in force when digging the single holes, the deviation can be effectively corrected, and the perpendicularity of the formed groove is ensured;
secondly, digging a single hole first and then digging a partition wall. Because the length of the hole partition wall is less than the opening length of the grab bucket, the grab bucket can be sleeved on the partition wall to dig, the grab bucket can be balanced in force, the deviation can be effectively corrected, and the verticality of the formed groove is ensured;
thirdly, after the single hole and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in the groove length direction in a sleeved mode, when the grab bucket is used for digging the single hole and the partition wall, concave and convex surfaces formed due to different perpendicularity of the grab bucket forming grooves are repaired to be smooth, and good linearity of the groove section in the transverse direction is guaranteed;
fourthly, when the grab bucket is sleeved and excavated along the length direction of the groove, the grab bucket is lowered to the designed depth of the groove section to excavate and remove the sediment at the bottom of the groove;
s433, trenching and digging
During the grooving process, the grab bucket enters and exits the groove at a slow speed and stably, the deviation is timely corrected according to the verticality of a grooving machine instrument and actual measurement, two-way flashboards are inserted into the guide wall on two sides of the groove section during soil grabbing, so that slurry in the guide wall is not polluted, during grooving, the groove section is prevented from being unstable or locally collapsed due to improper sequence, and when the groove is formed in a soil layer with the possibility of slurry leakage, plugging measures are needed, and sufficient slurry is stored.
As a further improvement of the above technical scheme, in step S6, the dual-crane lifting crane is used for 1 260t and 1 125t crawler cranes, the main hook lifts the top of the steel reinforcement cage, the auxiliary hook lifts the middle of the steel reinforcement cage, and the multiple groups of hoist main hooks and hoist auxiliary hooks work simultaneously, so that the steel reinforcement cage is slowly lifted off the ground, the verticality of the steel reinforcement cage is controlled, the steel reinforcement cage is aligned with the groove section position and slowly enters the groove, and the elevation is controlled. After the steel reinforcement cage is placed to the design elevation, the shoulder pole made of the channel steel is placed on the guide wall.
The utility model has the advantages that: the utility model provides an underground continuous wall system for under the weak geological conditions of land reclamation area, this kind of underground continuous wall system for under the soft geological conditions of land reclamation area can deal with the soft geological conditions of land reclamation area of complicacy, can effectively reduce the construction degree of difficulty, saves construction cost, promotes the efficiency of construction, effectively shortens the time limit for a project, can promote sufficient intensity of strutting when actual construction, promotes the engineering benefit.
To sum up, the underground diaphragm wall system for the soft geological conditions of the sea-filling area solves the technical defects of high construction difficulty, low construction efficiency, high construction cost, long construction period, insufficient support strength, poor economic benefit and the like when the existing construction process is applied to the project.
Drawings
The present invention will be further explained with reference to the drawings and examples.
FIG. 1 is a schematic layout of the diaphragm wall system for use in soft geological conditions in a reclamation area according to the present invention;
FIG. 2 is a schematic cross-sectional view of the center drain of the present invention;
FIG. 3 is a schematic view of the connection between the top beam and the waist beam of the underground diaphragm wall of the middle foundation pit of the present invention;
fig. 4 is a schematic flow chart of the construction method of the underground diaphragm wall system used in the weak geological conditions of the sea reclamation area of the utility model.
Detailed Description
The conception, the specific structure, and the technical effects produced by the present invention will be clearly and completely described below in conjunction with the embodiments and the accompanying drawings to fully understand the objects, the features, and the effects of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and other embodiments obtained by those skilled in the art without inventive labor based on the embodiments of the present invention all belong to the protection scope of the present invention. In addition, all the connection/connection relations referred to in the patent do not mean that the components are directly connected, but mean that a better connection structure can be formed by adding or reducing connection auxiliary components according to specific implementation conditions. The technical features of the present invention can be combined interactively without conflicting with each other, as shown in fig. 1-4.
With specific reference to fig. 1-3, an underground continuous wall system for use in soft geological conditions of a sea reclamation area comprises a main foundation pit area 1, wherein a foundation pit underground continuous wall 2 is arranged around the main foundation pit area 1, the foundation pit underground continuous wall 2 comprises a left continuous wall 21, a right continuous wall 22, a front continuous wall 23 and a rear continuous wall 24, the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24 enclose a closed annular underground continuous wall structure, a partition continuous wall 25 is arranged between the front continuous wall 23 and the rear continuous wall 24, the partition continuous wall 25 partitions the main foundation pit area 1 into a plurality of sub-foundation pit areas 11, a half-section underground continuous wall area is reserved on the front continuous wall 23, and the half-section underground continuous wall area is used for communicating underground spaces of structures adjacent to the main foundation pit area 1.
Preferably, a support pile structure for improving the supporting strength of weak geology is arranged in the range of the outer side 12m of the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24.
Preferably, the supporting pile structure comprises a grid type cement mixing pile and a grid type single-pipe jet grouting pile.
Preferably, the grid-type cement mixing piles are arranged in the weak geological formation within the range of 12m outside the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24; and the grid type single-pipe jet grouting piles are arranged on the geological strata of the stone filling layer, which contains construction waste and disordered miscellaneous filling, in the range of 12m outside the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24.
Preferably, the weak geological formations outside the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24 are provided with cement mixing piles for performing a grooving reinforcement treatment; and the geological layers of the stone filling layers containing the building wastes and the disordered miscellaneous fillings outside the left continuous wall 21, the right continuous wall 22, the front continuous wall 23 and the rear continuous wall 24 are provided with single-pipe jet grouting piles for grooving reinforcement treatment.
Preferably, 2 upper portions of foundation ditch underground continuous wall are provided with guan liang 41, and 2 inside walls of foundation ditch underground continuous wall are provided with a plurality of waist rail 42, guan liang 41 is used for being connected with the supporting beam of the superiors, waist rail 42 is used for being connected with the supporting beam of lower part.
Preferably, the top parts of the left continuous wall 21, the right continuous wall 22, the front continuous wall 23, the rear continuous wall 24 and the partition continuous wall 25 are all provided with mutually communicated drainage and cut-off ditches 3, the drainage and cut-off ditches 3 are positioned at the top parts of the continuous walls, and the slag sinks 30 are arranged on the drainage and cut-off ditches 3 at intervals.
Preferably, the top of each of the left continuous wall 21, the right continuous wall 22, the front continuous wall 23, the rear continuous wall 24 and the partition continuous wall 25 is provided with a first gutter baffle 201 and a second gutter baffle 202, the first gutter baffle 201 and the second gutter baffle 202 are respectively located at two sides of the top of the continuous wall, and the space between the first gutter baffle 201 and the second gutter baffle 202 forms the cut-off drainage ditch 3; ditch connecting plates 203 are distributed between the first ditch baffle 201 and the second ditch baffle 202 at intervals.
Preferably, the first gutter baffle 201 and the second gutter baffle 202 are integrally cast with the left continuous wall 21, the right continuous wall 22, the front continuous wall 23, the rear continuous wall 24 and the partition continuous wall 25.
With particular reference to fig. 4, the utility model also provides a construction method for underground continuous wall system under the weak geological conditions of sea reclamation district, includes following construction steps:
s1, measuring and setting out, namely measuring and setting out the construction line position of the underground diaphragm wall according to a drawing;
s2, performing soft foundation treatment, namely performing soft foundation treatment according to the measured and laid-out underground continuous wall line position to improve the support strength of the weak stratum;
in step S2, the weak geological formation within 12m of one side of the underground continuous wall is subjected to grid type cement mixing pile soft foundation treatment, specifically, the method comprises
S211, measuring and placing the axis of the mixing pile, measuring the axis of the mixing pile along the foundation pit, and grasping the distribution of underground obstacles at the axis position according to the actual situation on site;
s212, axial line excavation: excavating an axial line position according to the distribution condition of the obstacles on site, clearing underground obstacles 2-3m away from the upper part, backfilling and compacting, and reserving a mud groove about one meter deep;
s213, positioning the pile position, re-measuring and setting out the axial line of the stirring pile, and positioning the pile position;
s214, a drilling machine is in place, the mixing pile machine is moved to the pile centering position, and the rack is adjusted to be horizontal and the guide frame is adjusted to be vertical;
s215, preparing cement slurry, wherein the cement is ordinary portland cement with PO42.5MPa, the doping amount of the cement is 68.4kg/m, the water-cement ratio of the cement slurry is 0.4-0.55, and the grouting pressure is kept at 0.40-0.60 MPa;
s216, stirring and sinking, spraying, starting a machine, starting a mortar pump to pump the prepared cement slurry, and enabling the stirring head to rotate, spray and sink along the support;
s217, lifting, spraying and stirring, lifting a drill rod, spraying, and lifting at the same time until the top elevation of the wall body is reached;
s218, repeating the downward stirring and lifting guniting processes once, lifting the stirring head to the designed pile top elevation, lifting the guniting while rotating, sinking and guniting to the designed depth, and lifting the guniting, and lifting the stirring machine out of the ground after the four-stirring and four-spraying processes are completed;
s219, cleaning residual cement slurry in a mortar pump and a pipeline;
s210, shifting to the next pile position for construction;
the effective diameter of the pile mixing pile is 550mm, the pile mixing piles are mutually overlapped by 150mm, the construction interval time of adjacent piles is not more than 2h, and the overlapping time between pile rows is not more than 24 h.
In the process, when grid type cement mixing pile soft foundation treatment is carried out, if local mixing piles are difficult to construct, after design and construction sides agree, rotary spraying piles are used for construction, pile positions are arranged according to a drawing by a professional constructor according to axis control pile control, bamboo strips with the length of 20cm and the width of 2cm are driven into each pile position, and pile numbers are written so as to check and recheck in time; during grouting, after the grout reaches a grout spraying opening, the grout spraying at the bottom of the pile is not less than 30s, so that the grout can completely reach the end of the pile, and then the grout spraying, stirring and lifting are carried out; when the grout spraying port reaches the elevation of the pile top, stopping lifting, stirring for several seconds, enabling the grout stopping surface to be higher than the designed pile top surface by 0.50m, if grout is stopped due to reasons, sinking the stirrer to be 0.5m below a grout stopping point, and continuing to spray, stir and lift when grout supply is resumed; stopping the stirring drill bit when the stirring drill bit is smaller than 550mm, and timely repairing or replacing the drill bit; quantitatively feeding the cement according to the length of the constructed pile, ensuring the cement consumption per linear meter, checking the residual quantity in the tank or the barrel after the single-pile construction is finished, and timely repairing and driving if the residual quantity exists; the pile-forming depth is marked according to the design requirement and the stratum condition and according to the depth calibrated by a depth meter or a drilling tower on the pile machine, and the depth calibration check is carried out once before the start of work.
In step S2, the method includes the following steps of performing grid type single-pipe jet grouting pile soft foundation treatment on a rockfill layer geological layer containing construction waste and disordered miscellaneous fillers within a range of 12m on one side of the underground continuous wall, and when performing the grid type single-pipe jet grouting pile soft foundation treatment:
s221, a drilling machine is in place, the drilling machine is in place and requires three points of a drill bit, a pile casing center and a drill rod center to be in a line, and the drilling machine is seated firmly and stably;
s222, leading holes to form holes, and forming the holes by using a geological drilling machine or a down-the-hole drilling machine, wherein the diameter of the holes is 80 mm, and the diameter of the holes reaches the design depth;
s223, placing the rotary jet grouting pile machine in place, forming a hole for the second time to reach the designed pile bottom elevation, adopting a single-pipe method for rotary jet grouting, enabling the jet pressure of high-pressure cement slurry of the rotary jet grouting pile to be greater than 20MPa, enabling the lifting speed to be 8-10cm/min, adopting P.O.42.5 ordinary portland cement, enabling the water cement ratio to be 1.0, and enabling the cement slurry to be used along with stirring;
s224, the cement consumption of the jet grouting pile per meter is not less than 150 kg;
s225, when the high-pressure injection grouting is finished, quickly pulling out the grouting pipe, and adopting measures such as grouting back or secondary grouting at the original hole position to prevent the grout from solidifying and shrinking to influence the elevation of the pile top;
and S226, moving to the next hole site for construction.
When the grid type single-tube jet grouting pile soft foundation treatment is carried out, the verticality of the drill rod is observed in the drilling process, once the drill rod is inclined, the drilling is stopped, the drill rod is lifted to be vertical to the level surface, and then the drilling is continued; in the construction process, holes are led by adopting an interval jumping method, the hole spacing is less than or equal to 1.5m, and slurry channeling is prevented; after drilling to a designed elevation, sealing the empty top opening by using a sand bag to prevent the empty top opening from being blocked; in the mud circulating system of the construction site, the waste slurry emitting liquid is led into or discharged into a mud pit in time in the construction process, and the sediment is condensed and then is transported to the outside of the site for storage or disposal.
S3, grooving and reinforcing, namely grooving and reinforcing both sides of the linear position of the underground continuous wall;
in step S3, when performing trenching reinforcement, performing a trenching reinforcement process on the cement mixing pile for the weak geological formations on both sides of the underground continuous wall line; and carrying out single-pipe jet grouting pile grooving reinforcement treatment on the geological strata of the rockfill layer containing the building waste and the disordered miscellaneous filling on the two sides of the line position of the underground continuous wall.
S4, grooving the underground continuous wall, and excavating the groove according to the scribed line position of the underground continuous wall;
when step S4 is performed, it includes the following construction steps:
s41, dividing the groove sections, framing the underground diaphragm wall according to a design drawing, and arranging the breadth length according to the design;
s42, lofting the groove section, accurately positioning an underground continuous wall mark on the guide wall according to a design drawing and a control point and a level point provided by a construction unit, and marking the joint position by externally placing 5cm at each side of the ground wall to ensure that the ground wall does not invade the lining;
s43, excavating the groove sections, wherein the excavated groove sections adopt 3 trenching machines which are provided with a sag display instrument and an automatic deviation correcting device;
s44, grooving and entering the rock,
for the region which is difficult to penetrate deep rock filling in the upper rock filling layer, a large-diameter down-the-hole hammer is adopted to guide holes, and sand is used for backfilling and replacement;
s45, measuring and controlling the groove depth, wherein the groove depth is measured by using a calibrated measuring rope, each measuring point is 2 points according to the width of each measuring point, and the depth of the digging groove is controlled according to the elevation of the guide wall so as to ensure the design depth;
s46, testing the groove section, wherein the content of the groove section test comprises the plane position of the groove section, the depth of the groove section, the wall surface verticality of the groove section and the end surface verticality of the groove section, and the method for testing the groove section comprises the following steps: detecting the plane position deviation of the groove section, namely actually measuring the positions of two ends of the groove section by using a measuring hammer, wherein the deviation between an actually measured position line of the two ends and a framing line of the groove section is the plane position deviation of the groove section, detecting the depth of the groove section, and actually measuring the groove bottom depths of the left position and the right position of the groove section by using the measuring hammer, wherein the average depth of the two positions is the depth of the groove section;
and S47, processing corners of the guide wall, and correspondingly placing the guide wall at the corners by 20cm according to the shape of the end face of the grooving machine so as to prevent the lower groove of the reinforcement cage from being obstructed due to insufficient grooving section.
When performing step S43, the method includes:
s431, perpendicularity control of grooving machine
Before grooving, the flatness of a grooving machine is adjusted by using a vehicle-mounted level gauge, and in the grooving process, a hydraulic grab bucket is provided with a longitudinal deviation correcting device, the state of the grab bucket is detected in real time through a tilt angle sensor and is sent to a processor for processing, and the processor sends a deviation correcting signal to a control oil cylinder to adjust the state of the grab bucket; the wall of the groove can be trimmed back and forth at any time in work, the advanced measuring system is provided, the grab bucket is provided with a touch screen computer measuring system, the excavation depth and the inclination of the hydraulic grab bucket are recorded and displayed, the excavation depth, the lifting speed and the positions in the x and y directions can be accurately displayed on a screen, the inclination measuring precision can reach 0.01 degrees, and the groove wall can be stored by a computer and automatically printed and output;
s432, grooving and excavating sequence
Firstly, the unit groove sections adopt the sequence of firstly digging two sides and then digging the single holes at two ends of the groove sections, or adopt the method of digging a first hole, jumping a distance and then digging a second hole, so that an unearthed partition wall is left between the two single holes, thus the grab bucket can be balanced in force when digging the single holes, the deviation can be effectively corrected, and the perpendicularity of the formed groove is ensured;
secondly, digging a single hole first and then digging a partition wall. Because the length of the hole partition wall is less than the opening length of the grab bucket, the grab bucket can be sleeved on the partition wall to dig, the grab bucket can be balanced in force, the deviation can be effectively corrected, and the verticality of the formed groove is ensured;
thirdly, after the single hole and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in the groove length direction in a sleeved mode, when the grab bucket is used for digging the single hole and the partition wall, concave and convex surfaces formed due to different perpendicularity of the grab bucket forming grooves are repaired to be smooth, and good linearity of the groove section in the transverse direction is guaranteed;
fourthly, when the grab bucket is sleeved and excavated along the length direction of the groove, the grab bucket is lowered to the designed depth of the groove section to excavate and remove the sediment at the bottom of the groove;
s433, trenching and digging
During the grooving process, the grab bucket enters and exits the groove at a slow speed and stably, the deviation is timely corrected according to the verticality of a grooving machine instrument and actual measurement, two-way flashboards are inserted into the guide wall on two sides of the groove section during soil grabbing, so that slurry in the guide wall is not polluted, during grooving, the groove section is prevented from being unstable or locally collapsed due to improper sequence, and when the groove is formed in a soil layer with the possibility of slurry leakage, plugging measures are needed, and sufficient slurry is stored.
S5, manufacturing an underground continuous wall reinforcement cage;
s6, hoisting the reinforcement cage of the underground diaphragm wall;
and S6, using 1 260t and 1 125t crawler cranes to lift the two cranes, lifting the top of the reinforcement cage by the main hook, lifting the middle of the reinforcement cage by the auxiliary hook, and simultaneously working a plurality of groups of gourd main hooks and gourd auxiliary hooks, so that the reinforcement cage is slowly lifted off the ground, the perpendicularity of the reinforcement cage is controlled, the reinforcement cage is aligned with the groove section to slowly enter the groove, and the elevation is controlled. After the steel reinforcement cage is placed to the design elevation, the shoulder pole made of the channel steel is placed on the guide wall.
S7, pouring concrete for the underground continuous wall;
and S8, backfilling the hollow wall section, and backfilling the hollow wall section of the half-section type underground continuous wall part in the underground continuous wall by adopting broken stones.
While the preferred embodiments of the present invention have been described, the present invention is not limited to the above embodiments, and those skilled in the art can make various equivalent modifications or substitutions without departing from the spirit of the present invention, and such equivalent modifications or substitutions are intended to be included within the scope of the present invention as defined by the appended claims.
Claims (9)
1. A secret continuous wall system for under the weak geological conditions of land reclamation district, its characterized in that: comprises a total foundation pit area (1), foundation pit underground continuous walls (2) are arranged around the total foundation pit area (1), the foundation pit underground continuous wall (2) comprises a left continuous wall (21), a right continuous wall (22), a front continuous wall (23) and a rear continuous wall (24), the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24) enclose a closed annular underground continuous wall structure, a partition continuous wall (25) is arranged between the front continuous wall (23) and the rear continuous wall (24), the spacing continuous wall (25) separates the total foundation pit area (1) into a plurality of sub foundation pit areas (11), and a half-section type underground continuous wall area is reserved on the front continuous wall (23), and is used for communicating with the underground space of a structure adjacent to the main foundation pit area (1).
2. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 1 wherein: and supporting pile structures for improving the supporting strength of weak geology are arranged in the range of 12m outside the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24).
3. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 2 wherein: the supporting pile structure comprises a grid type cement stirring pile and a grid type single-pipe jet grouting pile.
4. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 3 wherein: the grid type cement mixing piles are arranged in the weak geological formation in the range of 12m outside the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24); and the grid type single-pipe jet grouting piles are arranged in the geological strata of the stone filling layer, which contains construction waste and disordered miscellaneous filling, in the range of 12m outside the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24).
5. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 1 wherein: the soft geological formations on the outer sides of the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24) are provided with cement mixing piles for grooving reinforcement treatment; and the geological layers of the stone filling layers containing the building wastes and the disordered miscellaneous fillers outside the left continuous wall (21), the right continuous wall (22), the front continuous wall (23) and the rear continuous wall (24) are provided with single-pipe jet grouting piles for grooving and reinforcing treatment.
6. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 1 wherein: underground continuous wall of foundation ditch (2) upper portion is provided with guan liang (41), and underground continuous wall of foundation ditch (2) inside wall is provided with a plurality of waist rail (42), guan liang (41) are used for being connected with the supporting beam of superiors, waist rail (42) are used for being connected with the supporting beam of lower part.
7. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 1 wherein: the utility model discloses a sewage treatment device, including left side continuous wall (21), right side continuous wall (22), preceding continuous wall (23), back continuous wall (24) and interval continuous wall (25) top all are provided with the drainage ditch (3) of cutting that communicate each other, cut drainage ditch (3) and be located the top of continuous wall, cut drainage ditch (3) and go up the interval and be provided with detritus pond (30).
8. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 7 wherein: the top parts of the left continuous wall (21), the right continuous wall (22), the front continuous wall (23), the rear continuous wall (24) and the partition continuous wall (25) are respectively provided with a first ditch baffle (201) and a second ditch baffle (202), the first ditch baffle (201) and the second ditch baffle (202) are respectively positioned at two sides of the top part of the continuous wall, and a space between the first ditch baffle (201) and the second ditch baffle (202) forms the drainage cut ditch (3); ditch connecting plates (203) are distributed between the first ditch baffle (201) and the second ditch baffle (202) at intervals.
9. An underground diaphragm wall system for use in soft geological conditions in reclamation areas as defined in claim 8 wherein: the first ditch baffle (201) and the second ditch baffle (202) are integrally cast with the left continuous wall (21), the right continuous wall (22), the front continuous wall (23), the rear continuous wall (24) and the partition continuous wall (25).
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|---|---|---|---|
| CN202122799488.7U CN217150172U (en) | 2021-11-15 | 2021-11-15 | Underground continuous wall system used under weak geological conditions of sea reclamation area |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122799488.7U CN217150172U (en) | 2021-11-15 | 2021-11-15 | Underground continuous wall system used under weak geological conditions of sea reclamation area |
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