CN115233741A - Temporary filling construction method for diaphragm wall joint - Google Patents
Temporary filling construction method for diaphragm wall joint Download PDFInfo
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- CN115233741A CN115233741A CN202211007855.8A CN202211007855A CN115233741A CN 115233741 A CN115233741 A CN 115233741A CN 202211007855 A CN202211007855 A CN 202211007855A CN 115233741 A CN115233741 A CN 115233741A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 42
- 238000012544 monitoring process Methods 0.000 claims abstract description 18
- 238000001514 detection method Methods 0.000 claims abstract description 10
- 239000007788 liquid Substances 0.000 claims abstract description 7
- 238000009434 installation Methods 0.000 claims abstract description 4
- 238000000034 method Methods 0.000 claims description 9
- 239000002775 capsule Substances 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 7
- 238000010073 coating (rubber) Methods 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 230000000007 visual effect Effects 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 229920000728 polyester Polymers 0.000 claims description 3
- 239000000523 sample Substances 0.000 claims description 3
- 239000004760 aramid Substances 0.000 claims 1
- 229920003235 aromatic polyamide Polymers 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 10
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 229920006231 aramid fiber Polymers 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004806 packaging method and process Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/20—Restraining of underground water by damming or interrupting the passage of underground water by displacing the water, e.g. by compressed air
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or 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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Underground Or Underwater Handling Of Building Materials (AREA)
Abstract
The invention discloses a temporary filling construction method for a diaphragm wall joint, which comprises the following steps: a. and (3) pore-forming detection: b. and (3) filling bag installation: arranging square timbers at two sides of a guide wall in the tank body, placing the filling bag into the tank body, ensuring that the height difference between the top of the filling bag and the ground is within plus 1 meter and minus 0.5 meter, simultaneously ensuring that the filling bag is exposed out of the liquid level, and when the top of the filling bag exceeds 1 meter, using a special frame for hoisting, and ensuring that the filling bag is in a natural vertical state; c. connecting pipelines: communicating the water source, the complete set of loading monitoring equipment and the filling bag through pipelines; d. fill bladder loading and monitoring. The invention has the advantages of simple structure, high strength, strong operability and good filling effect.
Description
Technical Field
The invention relates to the field of diaphragm wall construction. More particularly, the invention relates to a temporary filling construction method for a diaphragm wall joint.
Background
Along with the scarcity of land resources in rapid development of urban construction, ground buildings need to be continuously extended towards the underground, the underground diaphragm wall is one of the preferred processes of the underground construction, the treatment of joint gaps in the construction of the underground diaphragm wall is an important link and quality control difficulty, and the temporary filling of wall joints and the sealing and water prevention after the construction are one of key control targets in the construction process.
The temporary filling of the traditional diaphragm wall construction joint adopts a throwing and filling sand bag or a steel joint box; the sand bag is simple and quick to throw and fill, but the sand and soil and the manpower are large in demand, long in time consumption and high in cost; the steel joint box is good in filling effect, but is complex to operate, and the filling depth is limited.
Disclosure of Invention
The invention aims to provide a temporary filling construction method for a diaphragm wall joint, which has the advantages of simple structure, high strength, strong operability and good filling effect.
The technical scheme adopted by the invention for solving the technical problem is as follows: a temporary filling construction method for a diaphragm wall joint comprises the following steps:
a. and (3) pore-forming detection:
b. filling bag installation: arranging square timbers at two sides of a guide wall in the tank body, placing the filling bag into the tank body, ensuring that the height difference between the top of the filling bag and the ground is within plus 1 meter and minus 0.5 meter, simultaneously ensuring that the filling bag is exposed out of the liquid level, and when the top of the filling bag exceeds 1 meter, using a special frame to lift the filling bag, and ensuring that the filling bag is in a natural vertical state;
c. connecting pipelines: communicating the water source, the complete set of loading monitoring equipment and the filling bag through pipelines;
d. filling capsule loading and monitoring:
d1. adding the filling bag to rated capacity water and rated working pressure, then statically loading for 5-15 minutes, wherein the pressure drop is 150-200Kpa, and pouring concrete can be carried out after the pressure does not drop linearly;
d2. during the concrete pouring process: when the pressure in the filling bag reaches the early warning pressure, slowing down the discharging speed;
when the pressure in the filling bag reaches the high-pressure alarm pressure, the concrete pouring is immediately stopped, and when the pressure value returns to the rated working pressure, the concrete pouring or the concrete intermittent pouring is started.
Preferably, step a includes:
a1. performing hole collapse and perpendicularity scanning on the joint space of the tank body by using an ultrasonic probe hole, ensuring that the perpendicularity in the left and right directions is 5 per thousand, and smoothly putting the filling bag to the bottom;
a2. the hole detector is used for passing detection, so that no sharp object damages the filling bag and the filling bag is smoothly put down, and the super-excavation is carried out for 0.6-0.8 m;
a3. carrying out depth detection by using a plumb bob to ensure that a sand bag of 0.5-5 m is filled at the bottom of the joint;
a4. and detecting the specific gravity of the slurry in the tank to ensure that the specific gravity of the slurry is within 1.2.
Preferably, when the thickness between the guide walls in the tank body is 0.6-1.5 m, the diameter of the filling bag is 0.6-1.5 m.
Preferably, the filling bag consists of an inner layer, a middle layer and an outer layer, the inner layer is a liquid rubber coating, the middle layer is a polyester and aramid fiber mixed layer, the outer layer is a wear-resistant rubber coating, and the total thickness of the filling bag is 1.8-3cm.
Preferably, the set of loading monitoring equipment comprises loading equipment, data acquisition equipment and monitoring equipment;
the loading equipment comprises a water storage bag, a water pump, an electromagnetic valve and a quick water connection pipe; the water storage bag is connected with the filling bag through a quick water connection pipe, and a water pump and an electromagnetic valve are installed on the quick water connection pipe;
the data acquisition equipment comprises a pressure sensor and a flowmeter, the flowmeter is arranged on the quick water pipe, and the pressure sensor is arranged at the top in the filling bag;
the monitoring equipment comprises a microcomputer processor and an acousto-optic alarm group; and the audible and visual alarm, the flowmeter and the pressure sensor are all connected with the microcomputer processor.
Preferably, the method further comprises a step e of unloading the program:
after concrete is poured for 4-8 hours and is initially set after inspection, the concrete can be connected with drainage equipment to open a valve for drainage, and continuous drainage is needed once during drainage;
and (3) discharging by using a water meter during drainage, when the residual amount of water in the filling bag is not more than 500 kilograms and can not be drawn out, lifting the bag by using a crane, wherein the bag must be lifted within 2 hours after the pressure of the bag is released to prevent the bag from collapsing and burying, the surface of the bag is slowly washed by using water, the appearance is checked to be damaged or not, and the bag is folded and packaged on the spot after being lifted out.
Preferably, in the step d 2:
when the pressure in the filling bag reaches the low-pressure early warning value range, observing whether the pressure in the bag is linearly reduced within a set time, and starting the standby bag if the pressure in the bag is linearly reduced;
when the pressure in the filling bag reaches a low-pressure alarm value, the standby bag is started.
The invention at least comprises the following beneficial effects: the temporary filling construction method for the underground diaphragm wall joint has the advantages of simple structure, high strength, strong operability and good filling effect. The construction is carried out by adopting the filling bag, the pressure and the capacity are controllable, the construction efficiency is high, and local materials can be used.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic view of a fill bladder installation of the present invention;
FIG. 2 is a plan view of the fill bag of the present invention installed flat on the ground;
FIG. 3 is a diagram showing the effect of grooving process using the present invention.
Description of reference numerals: 1 guide wall, 2 square timber, 3 filling bags and 4 lifting ropes.
Detailed Description
The present invention will now be described more fully hereinafter with reference to the accompanying drawings. Those skilled in the art will be able to implement the invention based on these teachings. Before describing the present invention in detail with reference to the accompanying drawings, it is to be noted that: the technical solutions and features provided in the present invention in the respective sections including the following description may be combined with each other without conflict.
Moreover, the embodiments of the present invention described in the following description are generally only some embodiments of the present invention, and not all embodiments. Therefore, all other embodiments obtained by a person of ordinary skill in the art based on the embodiments of the present invention without any creative effort shall fall within the protection scope of the present invention.
The invention is further described in detail with reference to the accompanying drawings and implementation, and the specific implementation process is as follows:
as shown in fig. 1 to 3, the invention provides a temporary filling construction method for a diaphragm wall joint, which comprises the following steps:
a. and (3) pore-forming detection:
b. the filling bag 3 is installed: the square timbers 2 are arranged on two sides of the guide wall 1 in the groove body, the square timbers 2 are connected through the lifting ropes 4, the filling bag 3 is placed in the groove body, the height difference between the top of the filling bag 3 and the ground is ensured to be within plus 1 meter and minus 0.5 meter, meanwhile, the liquid level of the filling bag 3 is ensured to be exposed, when the top of the filling bag 3 exceeds 1 meter, a special frame is required to be used for lifting, and the filling bag 3 is ensured to be in a natural vertical state;
c. connecting pipelines: communicating pipelines among a water source, the complete set of loading monitoring equipment and the filling bag 3;
d1. adding the filling bag 3 to rated capacity water and rated 200Kpa working pressure, then statically loading for 5-15 minutes, and pouring concrete after the pressure drop is 150-200Kpa and the pressure does not drop linearly;
d2. during the concrete pouring process: when the pressure in the filling bag 3 reaches the early warning pressure of 250Kpa, slowing down the discharging speed;
when the pressure in the filling bag 3 reaches the high-pressure alarm pressure of 300Kpa, the concrete pouring is immediately stopped, and when the pressure value returns to the rated working pressure of about 200Kpa, the concrete pouring or the concrete intermittent pouring is started.
Step a comprises the following steps:
a1. performing hole collapse and perpendicularity scanning on the joint space of the tank body by using an ultrasonic probe hole, ensuring that the perpendicularity in the left and right directions is 5 thousandths, and smoothly putting the filling bag 3 to the bottom;
a2. the hole detector is used for passing detection, so that no sharp object damages the filling bag 3 and the filling bag 3 is smoothly put down, and the super-excavation is carried out for 0.6-0.8 m;
a3. carrying out depth detection by using a plumb bob to ensure that a sand bag of 0.5-5 m is filled at the bottom of the joint;
a4. and detecting the specific gravity of the slurry in the tank to ensure that the specific gravity of the slurry is within 1.2.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: when the thickness between the guide walls 1 in the tank body is 0.6-1.5 m, the diameter of the filling bag 3 is 0.6-1.5 m.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: the filling bag 3 is composed of an inner layer, a middle layer and an outer layer, the inner layer is a liquid rubber coating and serves as a sealing inner container, the middle layer is a polyester and aramid fiber mixed layer and serves as a stress framework layer, the outer layer is a wear-resistant rubber coating, the total thickness of the filling bag 3 is 1.8-3cm, and the sealing inner container can be regularly checked and replaced to ensure safety.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: the set of loading monitoring equipment comprises loading equipment, data acquisition equipment and monitoring equipment;
the loading equipment comprises a water storage bag, a water pump, an electromagnetic valve and a quick water connection pipe; the water storage bag is connected with the filling bag 3 through a quick water connection pipe, and a water pump and an electromagnetic valve are installed on the quick water connection pipe;
the data acquisition equipment comprises a pressure sensor and a flowmeter, the flowmeter is arranged on the quick water pipe, and the pressure sensor is arranged at the top in the filling bag 3 and used for detecting the pressure in the bag in real time and the working state of the bag;
the monitoring equipment comprises a remote terminal, a microcomputer processor and an acousto-optic alarm group; and the audible and visual alarm, the flowmeter and the pressure sensor are all connected with the microcomputer processor.
In the scheme, real-time monitoring pressure signals acquired by the sensor are transmitted to the microcomputer processor, the normal working pressure is 150-250Kpa, a yellow light of the audible and visual alarm higher than 250Kpa is on, the audible and visual alarm works together to remind field operators of paying attention to pressure to control the concrete pouring speed, a red light lower than 150Kpa is on, and the audible and visual alarm works together to remind operators of paying close attention to pressure change to prepare for emergency.
Pressure and flow signals monitored and collected by the field pressure sensor are converted by the microcomputer processor and transmitted to the remote terminal through the RTU, and when early warning and alarming values are achieved, personnel with related operation and management authorities are notified through telephones, short messages, weChats and the like, and data cannot be tampered and permanently kept.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: further comprising step e, uninstalling the program:
after concrete is poured for 4-8 hours and is initially set after inspection, the concrete can be connected with drainage equipment to open a valve for drainage, and continuous drainage is needed once during drainage;
and (3) measuring and discharging by using a water meter during drainage, lifting the bag by using a crane when the allowance of water in the filling bag 3 is not more than 500 kilograms and the bag cannot be drawn out, lifting the bag within 2 hours after the pressure of the bag is released to prevent the bag from collapsing and burying, slowly washing the surface of the bag by using water while checking whether the appearance is damaged or not, and folding and packaging on the spot after the bag is lifted out.
When the capsule is pulled out, the weight of the capsule is required to be less than 10 tons, and the capsule is lifted under the command of a safety worker when the weight of the capsule is more than 10 tons, and the capsule is washed while being lifted.
The technical scheme can also comprise the following technical details so as to better realize the technical effects: in the step d 2:
when the pressure in the filling bag 3 reaches the low-pressure early warning value range, observing whether the pressure in the bag is linearly reduced within a set time, and starting the standby bag if the pressure in the bag is linearly reduced;
when the pressure in the filling bag 3 reaches a low-pressure alarm value, the standby bag is started.
In the embodiment, whether the low-pressure early warning value is 150-100Kpa or not is linearly reduced (within 10 minutes), and emergency measures are immediately taken when the low-pressure early warning value is less than 100Kpa, and the standby bag is started.
By contrast, for the construction of walls with the thickness of 1.2 meters and the depth of 40 meters, the construction method has the advantages that the construction time is less than 1.5 hours, the cost is lower than 5000 yuan/time, the water source is sufficient, and the method is environment-friendly, rapid and free of turbulent flow. The construction is carried out by adopting the traditional sandbag, the construction time is 3-6 hours, the cost is 6000-8000 yuan/time, a field, sand and manpower are needed, and the problems of occupied land, time consumption and sandbag residue and pump blockage exist. The construction is carried out by adopting the steel joint box, the construction time is less than 1.5 hours, the equipment cost is 30-50 ten thousands, the depth is limited, and the pulling depth is high.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable to various fields of endeavor for which the invention may be embodied with additional modifications as would be readily apparent to those skilled in the art, and the invention is therefore not limited to the details given herein and to the embodiments shown and described without departing from the generic concept as defined by the claims and their equivalents.
Claims (7)
1. A temporary filling construction method for a diaphragm wall joint is characterized by comprising the following steps:
a. and (3) pore-forming detection:
b. and (3) filling bag installation: arranging square timbers at two sides of a guide wall in the tank body, placing the filling bag into the tank body, ensuring that the height difference between the top of the filling bag and the ground is within plus 1 meter and minus 0.5 meter, simultaneously ensuring that the filling bag is exposed out of the liquid level, and when the top of the filling bag exceeds 1 meter, using a special frame to lift the filling bag, and ensuring that the filling bag is in a natural vertical state;
c. connecting pipelines: communicating the water source, the complete set of loading monitoring equipment and the filling bag through pipelines;
d. filling capsule loading and monitoring:
d1. adding the filling bag to rated capacity water and rated working pressure, then statically loading for 5-15 minutes, wherein the pressure drop is 150-200Kpa, and pouring concrete can be carried out after the pressure does not drop linearly;
d2. during the concrete pouring process: when the pressure in the filling bag reaches the early warning pressure, slowing down the discharging speed;
when the pressure in the filling bag reaches the high-pressure alarm pressure, the concrete pouring is immediately stopped, and when the pressure value returns to the rated working pressure, the concrete pouring or the intermittent concrete pouring is started.
2. The temporary filling construction method of the diaphragm wall joint according to claim 1, wherein the step a comprises:
a1. performing hole collapse and perpendicularity scanning on the joint space of the tank body by using an ultrasonic probe hole, ensuring that the perpendicularity in the left and right directions is 5 per thousand, and smoothly putting the filling bag to the bottom;
a2. the hole detector is used for passing detection, so that no sharp object damages the filling bag and the filling bag is smoothly put down, and the super-excavation is carried out for 0.6-0.8 m;
a3. carrying out depth detection by using a plumb bob to ensure that a sand bag of 0.5-5 m is filled at the bottom of the joint;
a4. and detecting the specific gravity of the slurry in the tank to ensure that the specific gravity of the slurry is within 1.2.
3. The temporary filling construction method of the underground diaphragm wall joint as claimed in claim 1, wherein the diameter of the filling bag is 0.6-1.5 m when the thickness between the guide walls in the groove body is 0.6-1.5 m.
4. The temporary filling construction method of the ground wall joint according to claim 1, wherein the filling bag is composed of an inner layer, a middle layer and an outer layer, the inner layer is a liquid rubber coating, the middle layer is a polyester and aramid mixed layer, the outer layer is a wear-resistant rubber coating, and the total thickness of the filling bag is 1.8-3cm.
5. The temporary filling construction method for the underground diaphragm wall joint according to claim 1, wherein the complete set of loading monitoring equipment comprises loading equipment, data acquisition equipment and monitoring equipment;
the loading equipment comprises a water storage bag, a water pump, an electromagnetic valve and a quick water connection pipe; the water storage bag is connected with the filling bag through a quick water connection pipe, and a water pump and an electromagnetic valve are installed on the quick water connection pipe;
the data acquisition equipment comprises a pressure sensor and a flowmeter, the flowmeter is arranged on the quick water pipe, and the pressure sensor is arranged at the top in the filling bag;
the monitoring equipment comprises a microcomputer processor and an acousto-optic alarm group; and the audible and visual alarm, the flowmeter and the pressure sensor are all connected with the microcomputer processor.
6. A temporary filling construction method of a diaphragm wall joint according to claim 1, further comprising a step e of unloading a program:
after concrete is poured for 4-8 hours and is initially set after inspection, the concrete can be connected with drainage equipment to open a valve for drainage, and continuous drainage is needed once during drainage;
and (3) discharging by using a water meter during drainage, when the residual amount of water in the filling bag is not more than 500 kilograms and can not be drawn out, lifting the bag by using a crane, wherein the bag must be lifted within 2 hours after the pressure of the bag is released to prevent the bag from collapsing and burying, the surface of the bag is slowly washed by using water, the appearance is checked to be damaged or not, and the bag is folded and packaged on the spot after being lifted out.
7. A temporary filling construction method of a diaphragm wall joint according to claim 1, wherein in the step d 2:
when the pressure in the filling bag reaches the low-pressure early warning value range, observing whether the pressure in the bag is linearly reduced within a set time, and starting a standby bag if the pressure in the bag is linearly reduced;
when the pressure in the filling bag reaches a low-pressure alarm value, the standby bag is started.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211007855.8A CN115233741A (en) | 2022-08-22 | 2022-08-22 | Temporary filling construction method for diaphragm wall joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211007855.8A CN115233741A (en) | 2022-08-22 | 2022-08-22 | Temporary filling construction method for diaphragm wall joint |
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| CN115233741A true CN115233741A (en) | 2022-10-25 |
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| CN202211007855.8A Pending CN115233741A (en) | 2022-08-22 | 2022-08-22 | Temporary filling construction method for diaphragm wall joint |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116770813A (en) * | 2023-06-19 | 2023-09-19 | 中铁一局集团(广州)建设工程有限公司 | Perpendicularity adjusting structure for prefabricated underground continuous wall installation process and construction method thereof |
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| CN214832581U (en) * | 2020-12-30 | 2021-11-23 | 中地君豪高科股份有限公司 | Device for preventing concrete from flowing around during construction of underground garbage waste water partition underground diaphragm wall |
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| JP2004285801A (en) * | 2003-03-25 | 2004-10-14 | Kumagai Gumi Co Ltd | Water cut off joining method and structure between members |
| CN104278697A (en) * | 2014-10-31 | 2015-01-14 | 姜兆礼 | Mud sac for sealing end space of underground continuous wall |
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