CN116591148B - Construction method of underground continuous wall system - Google Patents
Construction method of underground continuous wall system Download PDFInfo
- Publication number
- CN116591148B CN116591148B CN202310320471.XA CN202310320471A CN116591148B CN 116591148 B CN116591148 B CN 116591148B CN 202310320471 A CN202310320471 A CN 202310320471A CN 116591148 B CN116591148 B CN 116591148B
- Authority
- CN
- China
- Prior art keywords
- guide wall
- steel
- wall
- steel cage
- underground continuous
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 65
- 239000010959 steel Substances 0.000 claims abstract description 65
- 238000012545 processing Methods 0.000 claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 25
- 238000005553 drilling Methods 0.000 claims abstract description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 15
- 238000003801 milling Methods 0.000 claims abstract description 8
- 239000011435 rock Substances 0.000 claims abstract description 5
- 230000002787 reinforcement Effects 0.000 claims description 75
- 238000000034 method Methods 0.000 claims description 18
- 230000008569 process Effects 0.000 claims description 14
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 230000001680 brushing effect Effects 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 5
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims 2
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000007788 liquid Substances 0.000 abstract description 2
- 230000000087 stabilizing effect Effects 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 8
- 239000004570 mortar (masonry) Substances 0.000 description 6
- 239000011440 grout Substances 0.000 description 4
- 238000005266 casting Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 101100194817 Caenorhabditis elegans rig-6 gene Proteins 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
本发明涉及一种地下连续墙体系的施工方法，包括步骤：利用挖机沿所述导墙开挖定位线挖掘沟槽；设置导墙支架、导墙模板和混凝土输送管，浇筑导墙后拆除导墙模板并设置内支撑；旋挖钻机引孔，成槽机抓取上部土，铣槽机铣削岩层；在钢筋笼加工平台上加工钢筋笼；放入钢筋笼并浇筑混凝土；沿单元块切割孔完成切割后，吊出单元块并利用钢楔和套筒。本发明的有益效果是：通过龙门柱对导墙开挖线进行定位，确程度更高；“L”形导墙具有锁口、成槽导向、储存泥浆稳定液、维护上部土体稳定和防止土体坍落、槽段分幅定位和承担临时施工荷载等作用，可显著提高成槽的精度；开洞工程量较小，地下连续墙稳定性显著提高。
The present invention relates to a construction method of an underground continuous wall system, comprising the steps of: using an excavator to dig a trench along the guide wall excavation positioning line; setting a guide wall bracket, a guide wall template and a concrete delivery pipe, removing the guide wall template after pouring the guide wall and setting an internal support; using a rotary drilling rig to lead a hole, a slotting machine to grab the upper soil, and a slot milling machine to mill the rock layer; processing the steel cage on a steel cage processing platform; inserting the steel cage and pouring concrete; after completing the cutting along the unit block cutting hole, hoisting the unit block and using a steel wedge and a sleeve. The beneficial effects of the present invention are: positioning the guide wall excavation line through a gantry column, with a higher degree of accuracy; the "L"-shaped guide wall has the functions of locking, slotting guidance, storing mud stabilizing liquid, maintaining the stability of the upper soil and preventing soil collapse, slot segment segment positioning and bearing temporary construction loads, which can significantly improve the accuracy of slotting; the amount of hole opening is small, and the stability of the underground continuous wall is significantly improved.
Description
Technical Field
The invention belongs to the technical field of foundation pit support construction, and particularly relates to a construction method of an underground continuous wall system.
Background
With the development and utilization of urban underground space, the construction of underground civil air defense engineering, underground garages and urban infrastructure is more and more, surrounding house buildings and municipal facilities need to be protected in the foundation pit construction process of the underground engineering so as to ensure the normal and safe use of the buildings and the municipal facilities, and proper and effective supporting measures need to be adopted for the purposes. The underground diaphragm wall is widely applied to urban underground space engineering due to small occupied space, strong environmental adaptability, large overall rigidity and good water and soil retaining performance.
At present, the traditional underground diaphragm wall construction technology has the problems that the grooving construction difficulty is high, the grooving quality in soft soil is difficult to control, the platform is easy to deform and incline in the processing and hoisting processes of the reinforcement cage, the groove entering of the reinforcement cage, the opening of the underground diaphragm wall, the slurry seepage and the like are easy to occur in the sealing process of the end hole, and the threat is caused to engineering. Meanwhile, due to the influence of the urban process in China, the urban building density is increased increasingly, the underground space environment is complex, and the requirement of underground construction on the surrounding environment is improved obviously. However, the construction process of the traditional underground continuous wall construction technology is complex, a plurality of difficulties which are easy to cause deformation and water seepage damage of the foundation pit exist, the protection requirements of the current city building and the underground existing building (structure) are difficult to be met, and the threat to engineering safety is caused.
Therefore, in order to solve the common problems in the construction process of the underground continuous wall, aiming at the current engineering situation that the problems are frequent, the process is complex, the construction cost is high and the time consumption is long, the construction technology of the underground continuous wall is needed to be fast and simple, safe and effective, complete in function and low in cost.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method of an underground diaphragm wall construction system.
The construction method of the underground diaphragm wall system comprises the following steps:
step one, arranging the gantry columns along the central line of an underground continuous wall, arranging guide walls along thin lines arranged on the gantry columns, and excavating positioning lines;
Setting a guide wall bracket, a guide wall template and a concrete conveying pipe in the groove, and removing the guide wall template and setting an inner support after pouring the guide wall;
Step three, drilling holes by using a high-power rotary drilling machine, grabbing upper soil by using a grooving machine, and milling rock stratum by using a grooving machine;
Monitoring whether the reinforcement cage processing platform is horizontal or not through a strain gauge and a signal acquisition instrument, and adjusting levelness by utilizing the hydraulic jack;
step five, installing a wall brushing blade on the grooving machine to brush the groove wall, putting a reinforcement cage and pouring concrete;
Step six, the bottom of the H-shaped steel is leveled with the elevation of the bottom of the excavated groove section, sizing stop iron sheets are fixed on the two sides of the reinforcement cage, and a soil filling bag is backfilled at the joint of the H-shaped steel;
and seventhly, arranging a retaining wall on the inner side of the underground diaphragm wall, mounting drilling profile steel on the retaining wall, and hanging out the unit blocks and sealing the holes by using steel wedges and sleeves after cutting along the unit block cutting holes.
Preferably, in the first step, before the thin wire is bound on the gantry column and the excavator is constructed, the thin wire should be manually excavated to the bottom of the underground pipeline, and a rectangular box is additionally arranged outside the underground pipeline.
In the second step, a guide wall support, a guide wall template and a concrete conveying pipe are arranged in the groove, guide wall concrete is symmetrically poured, the guide wall template is removed after the strength of the guide wall concrete reaches the percentage of the design strength, a safety net sheet is paved on the top of the guide wall after the guide wall template is removed, an inner support is arranged, the inner support comprises a transverse inner support, a longitudinal inner support and an adjustable support, a plurality of transverse inner supports are arranged at different heights of the guide wall, the transverse inner supports at different heights are connected and reinforced through the longitudinal inner support, and the bottom of the transverse inner support is reinforced and supported through the adjustable support.
In the fourth step, the strain gauge is arranged on the lower bottom surface of the reinforcement cage processing platform, the hydraulic jack is also arranged on the lower bottom surface of the reinforcement cage processing platform, the strain gauge is connected with a signal acquisition instrument through a wire, and the strain gauge and the hydraulic jack are respectively arranged at different positions on the bottom surface of the reinforcement cage processing platform.
In the fourth step, the reinforcement cage comprises a reinforcement cage main body, a plurality of square reinforcement ribs, X-shaped reinforcement ribs and W-shaped reinforcement ribs, wherein the X-shaped reinforcement ribs are arranged in the transverse direction of the reinforcement cage main body, the W-shaped reinforcement ribs are arranged in the longitudinal direction of the reinforcement cage main body, hanging rings are arranged at the positions of the X-shaped reinforcement ribs and the W-shaped reinforcement ribs, and the square reinforcement ribs are arranged at all lifting points of the truss on the reinforcement cage.
Preferably, in the sixth step, the H-shaped steel is inserted into the soil body to a depth of 50cm, and the soil filling bag is excavated after the concrete pouring is completed.
In the seventh step, the section steel for drilling is arranged on the retaining wall, the retaining wall is divided into a plurality of unit blocks according to cutting requirements, the unit block cutting holes are uniformly distributed in four corners of each unit block, sleeve embedded holes are arranged in the centers of the unit blocks, unit block hanging rings are further arranged on each unit block, steel wedges are fixed in all hole holes formed after the unit blocks are cut, and sleeves are fixed in the centers of the steel wedges.
A diaphragm wall system obtainable by any one of the methods described above.
The beneficial effects of the invention are as follows:
1) According to the excavation positioning system, the guide wall excavation line is positioned through the gantry columns, and compared with the traditional technology, the technology is higher in positioning accuracy.
2) The rectangular box adopted by the invention can prevent the underground pipeline in the digging area from being damaged in the process of digging by the excavator.
3) The guide wall adopted by the invention is L-shaped, has the functions of locking a notch, forming a groove, guiding, storing slurry stabilizing liquid, maintaining upper soil body stability, preventing soil body slump, framing and positioning groove sections, bearing temporary construction load and the like, can obviously improve the precision of forming the groove, and promotes the continuous wall to smoothly form the groove.
4) The invention adopts the combined grooving technology of rotary grabbing and milling, integrates the advantages of a rotary drilling rig, a grooving machine and a grooving machine, obviously improves the grooving construction efficiency and reduces the construction cost compared with the prior art, and can be used for brushing the walls of the groove after the grooving machine is additionally provided with a wall brushing blade, so that the soil on the wall of the groove is completely cleaned, and the influence of the soil on the construction of the underground continuous wall is avoided.
5) The steel reinforcement cage accurate control and adjustment processing system adopted by the invention can monitor the processed product platform and adjust the processed platform according to the monitoring result, thereby avoiding the deformation of the steel reinforcement cage caused by the deformation and inclination of the processed platform.
6) The invention adopts X-shaped reinforcing ribs and W-shaped reinforcing ribs to prevent the steel reinforcement cage from being excessively deformed in the hoisting process, and is provided with hanging rings near the reinforcing ribs for hoisting the steel reinforcement cage;
7) The end hole backfilling system can prevent concrete and mortar from flowing around the bottom of the end socket steel plate, meanwhile, the additionally arranged grout stop iron sheets are fixed on two sides of the steel reinforcement cage, so that the mortar can be prevented from flowing around the outer side of the H-shaped steel, and the technical measures of replacing the original joint placing box by adopting a soil filling bag can ensure that the inner side and the outer side are uniformly and alternately performed and the backfilling compactness of the joint of the H-shaped steel is ensured. The technical measure not only ensures the anti-seepage requirement of the H-shaped steel joint, but also avoids the risk of placing the joint box.
8) The underground diaphragm wall system has small opening engineering quantity, obviously improves the stability of the underground diaphragm wall, has good safety and economy compared with the traditional technology, and has higher construction efficiency.
Drawings
FIG. 1 is a flow chart of underground diaphragm wall construction;
FIG. 2 is a top view of the Long Menzhu arrangement;
FIG. 3 is a top view of guide wall embedded groove excavation;
FIG. 4 is a top side elevation view of guide wall pre-buried channel excavation;
FIG. 5 is a cross-sectional view of a guide wall casting;
FIG. 6 is a cross-sectional view of the guide wall after casting;
FIG. 7 is a front view of a high power rotary drilling rig;
FIG. 8 is a front elevation view of a trenching machine construction;
FIG. 9 is a front elevation view of a slot milling machine construction;
Fig. 10 is a top view of a rebar cage precision control adjustment processing system;
Fig. 11 is a top view of a rebar cage process;
fig. 12 is a side view of a rebar cage process
Fig. 13 is a front view of the reinforcement cage process;
FIG. 14 is a cross-sectional view of a slot wall brush;
fig. 15 is a cross-sectional view of the lower reinforcement cage;
FIG. 16 is a cross-sectional view of a tank fill bag and a placement catheter;
FIG. 17 is a cross-sectional view of the concrete casting;
FIG. 18 is a cross-sectional view of a diaphragm wall opening system;
FIG. 19 is a side view of a diaphragm wall opening system;
FIG. 20 is a side view of a reinforced underground diaphragm wall.
The method comprises the steps of excavating a positioning system 1, a gantry column 1-1, a fine wire 1-2, an underground continuous wall central line 1-3, a guide wall excavating positioning line 1-4, an excavating machine 2, a rectangular box 3, an underground pipeline 4, a guide wall construction system 5, a concrete mixer 5-1, a concrete conveying pipe 5-2, a guide wall support 5-3, a guide wall template 5-4, a guide wall 5-5, a transverse inner support 5-6, a longitudinal inner support 5-7, an adjustable support 5-8, a high-power rotary drilling machine 6, a grooving machine 7, a groove milling machine 8, a reinforcement cage accurate control and adjustment processing system 9, a signal acquisition instrument 9-1, a strain gauge 9-2, a hydraulic jack 9-3, a reinforcement cage processing platform 10, a reinforcement cage 11-1, a reinforcement cage main body 11-2, a Chinese character-shaped reinforcement 11-3, an X-shaped reinforcement body 11-4, a W-shaped reinforcement body 11-5, a wall brushing blade 12, a head backfilling system 13, a grout stopping 13-1, a grooved section 13-2, a grooved section 13-4, a filling bag 13-15, a hoisting ring 15, a continuous wall 15, a hoisting ring 15, a continuous wall units 15-15, a hoisting ring 15 and a continuous wall units 15-15.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that modifications can be made to the present invention without departing from the principles of the invention, and such modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
Example 1
As an example, as shown in fig. 1, a construction method of an underground diaphragm wall system, the method comprising the steps of:
Step one, arranging the gantry columns 1-1 along the central line 1-3 of the underground continuous wall, arranging the guide wall excavation positioning lines 1-4 along the thin lines 1-2 arranged on the gantry columns 1-1, excavating grooves along the guide wall excavation positioning lines 1-4 by utilizing the excavator 2, and when the excavator 2 is excavated to the bottom of the underground pipeline 4, adding the rectangular box 3 around the underground pipeline 4 to avoid damage to the underground pipeline 4.
According to the design drawing, a guide wall bracket 5-3, a guide wall template 5-4 and a concrete conveying pipe 5-2 are arranged in the groove to perform guide wall concrete pouring, after the guide wall 5-5 reaches the design strength, the guide wall template 5-4 is removed, a transverse inward support 5-6, a longitudinal inner support 5-7 and an adjustable bracket are arranged to improve the support strength and rigidity in the groove, the guide wall template 5-4 can be removed after the concrete of the guide wall 5-5 is poured symmetrically and the strength reaches 80% of the design strength, and a safety net piece is paved on the top of the guide wall after the guide wall template 5-4 is removed to ensure construction safety.
And thirdly, adopting a drilling-digging-milling combined technology, grabbing upper soil by using a high-power rotary drilling rig 6 for hole guiding and a grooving machine 7 for milling rock strata, monitoring whether a reinforcement cage processing platform 10 is horizontal or not by using the strain gauge 9-2 and the signal acquisition instrument 9-1, and adjusting by using the hydraulic jack 9-3 if local deformation exists.
And step four, finishing the processing of the reinforcement cage 11 on the reinforcement cage processing platform 10.
And fifthly, brushing walls of the groove walls by using the groove forming machine 7 with the wall brushing blades 12 to clean soil, and placing the reinforcement cage 11 into the groove to finish concrete pouring.
Step six, extending the bottom of the H-shaped steel 13-3 to the elevation of the bottom of the excavated groove section 13-2 and inserting the soil body by 50cm to block the concrete and mortar from flowing around the bottom of the head steel plate, fixing the grout stop iron sheets 13-1 on the two sides of the reinforcement cage 11 to block the mortar from flowing around the outside of the H-shaped steel 13-3, backfilling the filling bags 13-5 at the joints of the H-shaped steel 13-3, and excavating the filling bags 13-5 after the concrete is poured.
Step seven, arranging a retaining wall 15-1 on the inner side of the underground diaphragm wall 14, installing drilling profile steel on the retaining wall 15-1, installing a unit block hanging ring 15-5 on each concrete block before drilling, hanging out the unit blocks after cutting along the unit block cutting holes 15-3, and sealing holes by using the steel wedges 15-6 and the sleeves 15-7.
Example two
As another embodiment, the underground continuous wall construction system obtained in the first embodiment, as shown in fig. 2 to 20, comprises an excavation positioning system 1, a guide wall construction system 5, a reinforcement cage accurate control and adjustment processing system 9, an end hole backfilling system 13 and an underground continuous wall opening system 15;
The excavation positioning system 1 comprises gantry posts 1-1 and thin wires 1-2, wherein the gantry posts 1-1 are arranged along an underground continuous wall axis 1-3, the thin wires 1-2 are bound on the gantry posts 1-1, guide wall excavation positioning wires 1-4 are arranged according to the thin wires 1-2, the central axis of the excavator 2 is consistent with the underground continuous wall axis 1-4, and soil is excavated along the direction of the guide wall excavation positioning wires 1-4.
And a high-power rotary drilling rig 6 is adopted to guide holes, a grooving machine 7 is adopted to grab upper soil, and a grooving machine 8 is adopted to mill rock strata, so that grooving work efficiency is improved. The wall brushing blade 12 is fixed on the bucket of the high-power grooving machine 7, and the wall brushing of the groove wall is realized by the up-and-down lifting of the bucket of the high-power grooving machine 7.
The guide wall construction system 5 comprises a concrete mixer 5-1, guide wall supports 5-3 and guide wall templates 5-4, wherein the guide wall supports 5-3 are arranged in a soil groove of a guide wall to be poured, the guide wall templates 5-4 are symmetrically arranged on two sides of the underground continuous wall axis 1-4 in the soil groove of the guide wall to be poured, the concrete mixer 5-1 pours concrete into the soil groove through a concrete conveying pipe 5-2 to finally pour the concrete to form the guide wall 5-5, a transverse inner support 5-6 is arranged in the center of the guide wall 5-5 to prevent the guide wall 5-5 from being overturned, and the transverse inner supports 5-6 with different heights are connected and reinforced through longitudinal inner supports 5-7 and reinforced through adjustable supports 5-8.
The steel reinforcement cage accurate control and adjustment processing system 9 comprises a strain gauge 9-2, a hydraulic jack 9-3 and a steel reinforcement cage processing platform 10, wherein the strain gauge 9-2 is arranged on the lower bottom surface of the steel reinforcement cage processing platform 10 and is connected with a signal acquisition instrument 9-1 through a wire to monitor deformation conditions of each point of the steel reinforcement cage processing platform 10, and the hydraulic jack 9-1 is arranged on the lower bottom surface of the steel reinforcement cage processing platform 10 to reduce deformation of the steel reinforcement cage processing platform 10 and keep the steel reinforcement cage processing platform stable. The strain gauge 9-2 is connected with a signal acquisition instrument 9-1 through a wire, and the strain gauge 9-2 and the hydraulic jack 9-3 are respectively prevented from being arranged on the contact surface of the bottom surface of the reinforcement cage processing platform 10 and the hydraulic jack 9-3 so as to prevent the strain gauge 9-2 from being damaged.
The reinforcement cage 11 is reinforced by the X-shaped reinforcement ribs 11-3, the X-shaped reinforcement ribs 11-4 and the W-shaped reinforcement ribs 11-5, the X-shaped reinforcement ribs 11-4 are arranged in the transverse direction of the reinforcement cage main body 11-2, the W-shaped reinforcement ribs 11-5 are arranged in the longitudinal direction of the reinforcement cage main body 11-2 and are used for preventing the reinforcement cage 11 from being excessively deformed in the hoisting process, the distance between each X-shaped reinforcement rib 11-4 and each W-shaped reinforcement rib 11-5 is 3 meters, hanging rings 11-1 are arranged at the X-shaped reinforcement ribs 11-4 and the W-shaped reinforcement ribs 11-5 and are used for hoisting the reinforcement cage 11, and the X-shaped reinforcement ribs 11-3 are required to be arranged at all lifting points of the truss arranged on the reinforcement cage 11 so as to avoid excessive deformation of lifting points of the reinforcement cage 11.
The end hole backfilling system 13 comprises an H-shaped steel 13-3 and a filling bag 13-5, wherein the bottom of the H-shaped steel 13-3 extends to the elevation of the bottom of an excavated groove section 13-2 and is inserted into soil for 50cm to block concrete and mortar from flowing around the bottom of a head steel plate, grout stop iron sheets 13-1 are fixed on two sides of a reinforcement cage 11 to block the mortar from flowing around the outer side of the H-shaped steel 13-3, the filling bag 13-5 is backfilled at the joint of the H-shaped steel 13-3, and the filling bag 13-5 is excavated after the concrete is poured.
The underground diaphragm wall hole-forming system 15 comprises a retaining wall 15-1 and a section steel 15-2 for drilling, wherein the retaining wall 15-1 is arranged on the inner side of the underground diaphragm wall 14, the section steel 15-2 for drilling is arranged on the retaining wall 15-1, the unit block cutting holes 15-3 are arranged at four corners of each unit block, the sleeve embedded holes 15-4 are arranged at the centers of the unit blocks, the unit blocks are provided with unit block hanging rings 15-5 for hanging out the cut unit blocks, the steel wedges 15-6 are fixed in the holes, and the sleeves are fixed at the centers of the steel wedges 15-6.
When the underground pipeline 4 is completely excavated, a rectangular box 3 is manufactured according to the size of the underground pipeline 4 for wrapping protection, and the length of the rectangular box 3 exceeds the thickness of the underground continuous wall 14 and is anchored into the guide wall 5-5 with a certain length, which is generally more than 30 cm.
Claims (5)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310320471.XA CN116591148B (en) | 2023-03-27 | 2023-03-27 | Construction method of underground continuous wall system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310320471.XA CN116591148B (en) | 2023-03-27 | 2023-03-27 | Construction method of underground continuous wall system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116591148A CN116591148A (en) | 2023-08-15 |
| CN116591148B true CN116591148B (en) | 2025-04-15 |
Family
ID=87594381
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310320471.XA Active CN116591148B (en) | 2023-03-27 | 2023-03-27 | Construction method of underground continuous wall system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116591148B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117090225A (en) * | 2023-08-21 | 2023-11-21 | 中铁十局集团第三建设有限公司 | An underground continuous wall trough construction method and device |
| CN117127590A (en) * | 2023-08-29 | 2023-11-28 | 中国建筑第四工程局有限公司 | A pre-reinforcement construction method for opening holes behind a ground connection wall and the constructed ground connection wall |
| CN120486363B (en) * | 2025-07-18 | 2025-10-10 | 杭州江润科技有限公司 | Ultra-deep special-shaped underground continuous wall and construction method thereof |
| CN120537243B (en) * | 2025-07-28 | 2025-11-11 | 杭州江润科技有限公司 | Construction method of ultra-deep underground continuous wall with full-process automatic monitoring in highly permeable strata |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
| JP2019065470A (en) * | 2017-09-28 | 2019-04-25 | 清水建設株式会社 | Opening reinforcement structure of cylindrical underground continuous wall and its construction method |
-
2023
- 2023-03-27 CN CN202310320471.XA patent/CN116591148B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2019065470A (en) * | 2017-09-28 | 2019-04-25 | 清水建設株式会社 | Opening reinforcement structure of cylindrical underground continuous wall and its construction method |
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116591148A (en) | 2023-08-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN116591148B (en) | Construction method of underground continuous wall system | |
| CN100591862C (en) | Foundation Pit Construction Method Using Prefabricated Support | |
| CN108842819B (en) | Urban rail transit cable line tunnel construction method | |
| CN101343868B (en) | Underground continuous wall construction method of city-across pipeline | |
| CN108560536A (en) | The continuous piling wall construction method of Soil-cement | |
| CN110700280B (en) | A diversion device and construction method for foundation pit support construction in narrow areas | |
| CN112503247A (en) | Slope section water pipeline and construction method thereof | |
| CN114922195A (en) | A construction method for deep and large foundation pit in soft soil close to protection object | |
| CN111236241A (en) | Weak water-rich stratum subway foundation pit reinforcing excavation method based on half-cover excavation method | |
| CN108035379B (en) | Comprehensive pipe gallery and construction method thereof | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN111576393A (en) | Underground continuous wall construction method near subway | |
| CN103866787B (en) | A kind of spacious reverse masonry method concrete cut that digs builds construction technology | |
| CN108643167A (en) | The slotting shape steel rolled stock type TRD engineering methods wall and its construction method of one type anchor pole | |
| CN113356189A (en) | Full-sleeve hole forming construction method for rotary drilling rig | |
| CN209798737U (en) | Prefabricated ground is wall structure even | |
| CN220550565U (en) | Underground continuous wall system | |
| CN216108526U (en) | Underground continuous wall structure for foundation pit support | |
| CN118029424A (en) | Construction method of bridge open caisson foundation with permeability soft foundation | |
| CN116876518A (en) | Construction method suitable for foundation pit supporting of assembled subway entrance and exit in soft soil area | |
| CN112609706B (en) | Construction method of opposite-bracing angle brace concrete horizontal supporting structure of foundation pit in sea reclamation area | |
| CN111877315B (en) | Partial prefabricated ground connecting wall guide wall under underground facility and construction method | |
| CN209958372U (en) | Railway newly-added second-line platform back way foundation pile pipe curtain supporting structure | |
| CN222976823U (en) | A protective structure for an existing subway shield tunnel | |
| CN112267892B (en) | Secondary pipe jacking construction operation method and system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |