CN112195943B - Construction method of underwater concrete water-proof wall - Google Patents
Construction method of underwater concrete water-proof wall Download PDFInfo
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- CN112195943B CN112195943B CN202010993532.5A CN202010993532A CN112195943B CN 112195943 B CN112195943 B CN 112195943B CN 202010993532 A CN202010993532 A CN 202010993532A CN 112195943 B CN112195943 B CN 112195943B
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- 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
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- 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
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- 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
- E02D17/20—Securing of slopes or inclines
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Hydrology & Water Resources (AREA)
- Underground Or Underwater Handling Of Building Materials (AREA)
Abstract
The invention discloses a construction method of an underwater concrete water-stop wall, which comprises the following steps: firstly, preparing construction; secondly, excavating a foundation pit and performing precipitation treatment; thirdly, setting up an overwater operation platform; fourthly, hoisting the combined template; (V) cleaning a bedrock surface; sixthly, injecting water into the foundation pit; (seventhly) configuring a conduit; (eighthly), pouring underwater concrete; (ninth), maintaining under water; (ten) draining the foundation pit; and (eleventh) removing the template. The construction method changes the construction of the cofferdam foundation pit diaphragm wall from precipitation operation to underwater operation, avoids overlong exposure time of the foundation pit side slope, reduces the danger of slope overturning under unbalanced water pressure, reduces resource investment for precipitation and slope stability maintenance in the foundation pit excavation process, and has good implementation effect through popularization and application of the construction process.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a construction method of an underwater concrete water-stop wall.
Background
The newly-built project of the crossing-improved highway bridge of the Jiangling town positive wharf in the Token region of Dazhou city starts from the intersection of the connection line highway of the Ba-Da high-speed Jiangling town and the Yangling town to the pau highway, the newly-built bridge crosses the Ba river, the existing village road along the river town is ended in the Jiangling town, the total length of the route is 1167.5 meters, the length of the bridge is 406.8 meters, the length of the approach is 798.5 meters, the bridge project is a controlled project of the project, the bridge is designed into 82+140+82 continuous rigid frame bridges and 3 × 30m simply-supported T beams, and the foundation is in a pile group form. The water level of the river in the flood season of the river is high, the ordinary water level is stable, the project No. 1 and No. 2 pier foundation stage bearing platform needs to be constructed in water in a riverbed range, the construction adopts a construction method of building an island, a cofferdam is firstly filled to form a dry land, and a construction operation platform is formed.
According to a design drawing, the main piers 1# and 2# of the bridge are located at the river bed of the river, and the bearing platform bottom elevation of the main piers is located 1.7-2.5 m below the river bed. In the excavation process of a construction site, because a river bed has a fault, river water gushes into a foundation pit in a large quantity, so that the construction of a bearing platform is blocked, the traditional mode aiming at the condition is precipitation construction, namely, the river water gushed is pumped and drained by a water pump and then corresponding construction is carried out. However, the mode has the disadvantages of large workload, more time consumption, overlong exposure time of the side slope of the foundation pit and higher danger of overturning of the side slope under unbalanced water pressure.
Disclosure of Invention
Aiming at the technical problems existing at present, the invention provides a construction method of an underwater concrete diaphragm wall, which aims to solve the problems of large construction workload, economy and insufficient practicability in the prior art.
In order to achieve the above purpose, the invention provides the following technical scheme:
a construction method of an underwater concrete water-stop wall comprises the following steps:
construction preparation, namely laying construction control points according to a design construction drawing and the actual situation of a site terrain;
secondly, excavating a foundation pit and carrying out precipitation treatment, wherein the excavation of the foundation pit is directly completed from a riverbed to the designed elevation part of the bottom of the bearing platform by adopting a backhoe in cooperation with a dump truck, drainage operation is simultaneously carried out in the excavation process, the excavation process is ensured to be carried out smoothly, and construction is carried out according to the excavation sequence from the middle to the two sides;
thirdly, erecting an overwater operation platform, namely erecting a steel pipe support to form the operation platform for pouring, arranging a collecting hopper and a guide pipe for pouring on the platform, and ensuring enough strength and rigidity for erecting the platform;
hoisting the combined template, hoisting the combined template into the foundation pit by using a crane after the assembly of the water-stop wall template is finished, and arranging positioning steel bars around the template;
fifthly, cleaning a bedrock surface, manually cleaning silt which cannot be completely removed in the excavation process, and cleaning the silt in the water-stop wall template to ensure that the water-stop wall is in good contact with bedrock after the water-stop wall is poured;
(VI) injecting water into the foundation pit, installing the water-stop wall template in place, finishing the reinforcement, cleaning the interior of the template, and injecting water into the foundation pit by using a water pump until the heights of the water heads inside and outside the cofferdam are consistent so as to ensure that the water-stop wall concrete is not flushed by newly poured water in the pouring process;
(VII) configuring a conduit, wherein the underwater concrete belongs to special concrete, the qualified mixed concrete is delivered to an underwater reserved part for molding and hardening by adopting a conduit method, the whole concrete cannot be vibrated in the pouring process, the concrete is automatically compacted mainly by the dead weight pressure of the concrete in a blanking conduit, the conduit needs to be subjected to water pressure inspection before being installed, the water pressure is greater than the maximum pressure when the concrete is fully filled, and water cannot leak from a pipe body and a joint;
(eighthly), pouring underwater concrete;
(ninth), maintaining under water;
(ten) draining the foundation pit, and after the maintenance period of the waterproof wall is over, arranging a slurry pump in the downstream direction of the cofferdam to pump water in the foundation pit out of the cofferdam to prepare for the subsequent construction of a bearing platform;
and (eleventh) removing the template.
Preferably, in the step (two), when the underwater part is excavated, a corresponding number of mud pumps are set according to the water quantity to perform drainage operation, so that the normal excavation is ensured, and the collapse caused by water inrush is prevented.
Preferably, after the excavation is carried out to the designed elevation in the step (II), in order to ensure the stability of the water-stop wall, the excavation depth of 0.5m is continued at the wall foot, a groove with the width of 0.8m is used as a water-stop wall foundation, ribbed steel bars with the interval of 0.5m are arranged as ground anchors, the length of the ground anchor steel bars is 1m, the ground anchors are implanted into the rock stratum with the length of 0.5m, and the exposed height of the ground anchors is 0.5 m.
Preferably, in the step (three), safety guard rails are arranged around the above-water operation platform.
Preferably, in the step (IV), anti-floating reinforcing steel bars are additionally arranged at the bottom of the template to prevent the template from floating upwards and deforming in the concrete pouring process, and meanwhile, the gap between the bottom of the template and the foundation pit is blocked by adopting a wood board and a sand bag.
Preferably, in the step (VII), the guide pipes are steel pipes with the diameter of 250mm, the length of the guide pipes is 3.0m, the guide pipes are connected through clamping rings, rubber rings are arranged in the clamping rings, and the distance from the bottom of each guide pipe to the surface of the foundation rock is not more than 0.5 m.
Preferably, the first batch of concrete in the step (eight) needs to ensure that the bottom of the conduit has a burial depth with a proper distance, so as to ensure that the subsequent concrete in the warehouse continuously lifts and pours the concrete surface in advance in an extrusion manner, thereby avoiding contact with water and simultaneously extruding compact concrete.
Preferably, in the step (eight), bin surface division is performed according to the supply capacity of the concrete production system during pouring, a single-layer bin position needs to be subjected to skip construction, the installation engineering amount of the combined template is reduced, the bin positions of adjacent layers need to be subjected to staggered joint, and the length of the staggered joint is not less than 1.5 m.
Preferably, the underwater maintenance time of the diaphragm wall poured in the step (nine) is 72 hours, and the next construction can be carried out after the strength of the concrete reaches 70% of the design strength.
Preferably, the difference between the internal temperature and the external temperature of the concrete when the formwork is removed in the step (eleven) is not more than 20 ℃, so that temperature difference cracks on the surface of the concrete are prevented.
Compared with the prior art, the invention has the beneficial effects that:
(1) the construction method changes the construction of the cofferdam foundation pit diaphragm wall from precipitation operation to underwater operation, avoids overlong exposure time of the foundation pit side slope, reduces the danger of slope overturn under unbalanced water pressure, and reduces the resource investment for precipitation and slope stability maintenance in the foundation pit excavation process;
(2) the cofferdam foundation pit constructed by the method has stronger applicability when the problem of serious water gushing at the bottom of the foundation pit exists, and compared with the traditional construction method, the cofferdam foundation pit has the advantages that the time and labor for water drainage are greatly reduced, the side slope exposure time is relatively short, the risk of side slope collapse caused by water gushing is effectively reduced, and the cofferdam foundation pit has good practicability and economy.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
The invention relates to a construction method of an underwater concrete water-stop wall, which comprises the following steps:
preparation for construction
And laying construction control points according to the actual conditions of the design construction drawing and the site terrain. And the control points in the construction preparation stage are mainly used for controlling the excavation range, the combined template is measured and placed again when being installed, and a method of positioning and checking is adopted.
Excavation and precipitation of foundation pit
The excavation of the foundation pit is directly completed by adopting a backhoe to be matched with a dump truck to complete the excavation of the designed elevation part from the riverbed to the bottom of the bearing platform, drainage operation is simultaneously carried out in the excavation process to ensure that the excavation process is carried out smoothly, construction is carried out according to the excavation sequence from the middle to the two sides, and the excavated sludge and earthwork are transported to a specified slag abandoning place by using the dump truck;
in the excavation process: (1) when the underwater part is excavated, a corresponding number of slurry pumps are set according to the water quantity to perform drainage operation, so that the normal excavation is ensured, and the collapse caused by water burst is prevented;
(2) after the water-stop wall is excavated to the designed elevation, in order to ensure the stability of the water-stop wall, grooves with the depth of 0.5m and the width of 0.8m are continuously excavated at the wall foot to be used as the foundation of the water-stop wall, HRB400 phi 32 ribbed steel bars with the interval of 0.5m are arranged to be used as ground anchors, the length of the steel bars of the ground anchors is 1m, the implanted rock stratum is 0.5m, and the exposed height of the ground anchors is 0.5 m.
(III) construction of overwater operation platform
The method comprises the following steps of erecting a steel pipe support to form a pouring water operation platform, arranging a pouring aggregate bin and a steel guide pipe on the platform, and determining materials through calculation when the platform is erected so as to ensure sufficient strength and rigidity;
pay attention to during the operation platform construction on water: (1) safety protective guards are required to be arranged around the overwater operating platform;
(2) workers on water wear the life jacket neatly in labor protection, wear life jackets, equip a certain number of life buoys on site, and do anti-freezing and anti-skidding work;
(3) materials and machines on the operating platform must be reliably protected, loss caused by up-and-down floating of the materials and the equipment in the bearing or unloading process of the operating platform due to insufficient protection is prevented, and meanwhile, the machines and the equipment must be commanded by a specially-assigned person for hoisting and operators on the platform are informed to stand stably;
(IV) hoisting combined template
The water-stop wall template adopts a standard steel template, after the template is transported to the site, the template is connected on the land by bolts, process ribs are arranged among the templates, phi 16 round steel is arranged at intervals of 50cm multiplied by 50cm, and steel pipes are used as spare ribs to enhance the overall stability of the template; after the template assembly is completed, hoisting the combined template into a foundation pit by using a crane, arranging positioning steel bars around the template, measuring, checking and checking, adding anti-floating steel bars at the bottom of the template after the template meets the design requirements, and firmly fixing the anti-floating steel bars with the template to prevent the template from floating upwards and deforming in the concrete pouring process, and simultaneously plugging the gap between the bottom of the template and the foundation pit by adopting a wood board, a sand bag and the like;
attention is paid to the combined template during construction:
(1) the quality of the steel plate and the profile for processing the combined template must meet the requirements of relevant specifications;
(2) processing and manufacturing are carried out strictly according to a template design drawing, welding is fully covered between construction, and a base material is not damaged;
(3) the hoisting of the combined template must be directed by a specially-assigned person.
(V) cleaning of bedrock face
Manually cleaning silt which cannot be completely removed in the excavation process, and cleaning the silt in the template to ensure that the diaphragm wall is in good contact with bedrock after the pouring is finished;
because the water inflow amount is large, accumulated water exists in the water-proof wall foundation, the sludge is influenced by excavation disturbance, part of the sludge is re-dissolved, fine particles are suspended in the water to form slurry, when the surrounding disturbance stops, part of the particles are re-precipitated and gathered to form a slurry layer, and the newly formed slurry layer has no viscosity.
The method is characterized in that the basement rock surface is cleaned mainly aiming at a mud layer, a fixed area internal cleaning method is adopted according to the mud layer characteristic, namely, a combined template is installed according to the designed size and position to form a construction area, then the mud layer is disturbed by manual warehousing washing, a mud pump is opened at the same time, muddy water in a warehouse is pumped to the downstream of a warehouse location, the template blocks mud outside the warehouse from flowing in, new make-up water further dilutes mud in the warehouse, and then the basement rock surface in the warehouse is cleaned.
(VI) Foundation pit Water injection
The template is installed in place, after the reinforcement is finished, after the interior of the template is cleaned up, a water pump is needed to be adopted to inject water into the foundation pit until the heights of the water heads inside and outside the cofferdam are consistent, and the water pressure is balanced, so that the concrete of the water-stop wall is not flushed by newly poured water in the pouring process.
(VII) catheter configuration
The underwater concrete belongs to special concrete, and the qualified mixed concrete is delivered to an underwater reserved part for molding and hardening by adopting a conduit method. The whole concrete pouring process can not be vibrated, and the self-weight pressure of the concrete in the blanking guide pipe is mainly relied on for self-compaction. Therefore, the concrete pouring is affected by whether the sealing performance of the guide pipe is good or not, the condition that the length of the guide pipe is difficult to configure in the lifting and disassembling process, and the like. The pipe in this embodiment selects phi 250mm steel pipe for use, adopts the cup joint between the pipe, strengthens the leakproofness of pipe. The length of the guide pipe is 3.0m, and the distance from the bottom of the guide pipe to the base rock surface is not more than 0.5 m;
when the conduit is configured, attention is paid to:
(1) the pipe diameter of the conduit is related to the pouring strength and the maximum particle size of the aggregate, and the diameter of the conduit is not less than 4 times of the maximum particle size of the aggregate;
(2) the planar arrangement of the guide pipe is related to the diffusion radius of the concrete, and the control area of the guide pipe is not more than 30m2；
(3) Before the conduit is installed, water pressure inspection is carried out, the water pressure is greater than the maximum pressure of the full-pipe concrete, and water cannot leak from the pipe body and the joint;
(4) the sections of the guide pipe are connected through a clamping ring, a rubber ring is arranged in the clamping ring, and the guide pipe is dismantled section by section along with the rising of a concrete pouring surface.
(VIII) pouring the underwater concrete, wherein the concrete is put into a bin through a receiving hopper and a discharging guide pipe
According to the characteristics of underwater concrete, the pouring process should reduce or even avoid the influence of direct contact of concrete and water on the quality of concrete as much as possible. Therefore, the amount of concrete put into the warehouse in the first batch must ensure that the bottom of the guide pipe has a certain distance of burial depth, and the concrete surface is ensured to be poured firstly by continuously lifting the subsequent concrete put into the warehouse in an extrusion mode, so that the concrete is prevented from contacting water, and the purpose of extruding compact concrete is achieved. The buried depth of the conduit is determined according to the concrete diffusion slope rate (determined by concrete tests). And determining the concrete amount of the first batch according to the concrete diffusion range and the burial depth.
The underwater concrete achieves the compact effect by the pressure difference between the inside and the outside of the discharging guide pipe, simultaneously ensures that the discharging of the concrete is smooth, avoids the pipe blockage phenomenon, and is controlled by controlling the minimum height of the discharging guide pipe from the water surface.
According to the formula:
Ha＝[P-(Rc-Rw)×Hac]/Hac
in the formula: p-minimum overpressure at the bottom of the conduit taken to be 7.5T/m2
Rc-Capacity weight of underwater concrete 2.4T/m3
Rw-the volume weight of water is 1T/m3
Hac is the height from the water surface to the surface of the poured concrete, and the minimum value is 0
The minimum height of the blanking conduit from the water surface is 3.0m
When concrete pouring construction is carried out:
(1) when the concrete starts to be poured, in order to avoid pipe blockage, the concrete is continuously poured, and if the pouring clearance time is too long or a weighed guide pipe is poured and is emptied to cause warehouse stopping, the concrete is treated according to construction joints;
(2) and carrying out bin surface division according to the supply capacity of the concrete production system, and simultaneously controlling the pouring amount to be finished in the white shift period. The single-layer bin position is constructed by skipping bins, the installation engineering quantity of the combined template is reduced, the adjacent bin positions are subjected to staggered joint, and the length of the staggered joint is not less than 1.5 m;
(3) in the construction process, a specially-assigned person is dispatched to carry out blanking command, and the buried depth of the guide pipe is controlled according to the actual pouring volume and the lifting and dismounting lengths of the guide pipe under the condition of ensuring the concrete pouring continuity; blanking is carried out on each position in turn to ensure that the concrete surface rises uniformly and prevent the generation of weir cavities caused by covering;
(4) in the warehouse-in stage, as the pressure inside and outside the guide pipe is reduced along with the rising of the concrete pouring surface, the blanking difficulty is increased, and in order to reach the preset pouring elevation and avoid the defects of understeer, overlarge height difference and the like, the modes of increasing the slump of the concrete entering the warehouse, frequently moving the blanking guide pipe, changing to hose blanking and the like are adopted;
(5) the quality of concrete must be strictly controlled in the concrete pouring process, the workability of the concrete is difficult to avoid and is influenced by various reasons such as raw materials, ingredients, stirring, construction organization and the like, the mixing proportion with good workability and small slump loss is adopted, and the slump of the concrete entering a warehouse is not less than 18 cm;
(6) after the concrete is solidified, the part which does not meet the requirement of the strength of the part contacting with water is removed by chiseling.
(nine) Underwater curing
And (3) in order to ensure that the concrete strength can meet the requirement and prevent cracks formed due to insufficient strength, the poured waterproof wall is maintained under water for 72 hours, and after the concrete strength reaches 70% of the designed strength, the next construction can be carried out.
(ten) draining water of foundation pit
And after the maintenance period of the waterproof wall is over, arranging a plurality of slurry pumps in the downstream direction of the cofferdam, pumping water in the foundation pit out of the cofferdam and preparing for the subsequent construction of a bearing platform.
(eleven) form removal
And after the drainage operation in the foundation pit is finished and the site is dry, the water-proof wall template can be removed, the temperature difference between the inside and the outside of the concrete is not more than 20 ℃ when the template is removed so as to prevent temperature difference cracks from appearing on the surface of the concrete, the pull rod and the support are removed, then the template is slightly jacked away from the surface of the concrete, and then the template is lifted out for cleaning and standby. All operations should be protected from damage to the surface concrete. The template is detached from top to bottom in a slicing mode, the template needs to be carefully and not damaged in a hoisting mode, and actions that the template is deformed and needs to be repaired due to scratching, diagonal pulling and the like are prevented.
The template is lifted and installed, a tower crane beside the pier is used as lifting equipment, and during operation, the template is prevented from impacting concrete in the lifting process, the operation is slow, and the template is strictly prohibited from scratching the surface of the concrete in the lifting process. The templates need to be sorted and stacked orderly when being disassembled, the templates need to be stacked orderly and stably with the largest contact surface, and 5 layers can be stacked at the highest to prevent the templates from deforming.
The construction method mainly comprises the steps, and other conditions which are not specifically described can be implemented by the conventional technology in the field.
After the underwater concrete water-stop wall construction method is adopted, water flows are poured into the foundation pit, the water pressure inside and outside the cofferdam is balanced, a relatively stable water-stop wall construction environment is formed, and construction obstruction caused by water gushing at the bottom of the cofferdam is effectively overcome. In the construction process, the cofferdam side slope is stable, and the safety is ensured. Each process links up closely, and the efficiency of construction compares and excavates in simple precipitation by a wide margin and improves.
By utilizing the construction method of the underwater concrete water-stop wall, under the condition of the water inflow of the cofferdam, the continuous water-stop wall is poured around the cofferdam, the water inflow of the cofferdam can be effectively treated, the normal construction of a bridge substructure inside the cofferdam is ensured, the construction of the water-stop wall of the foundation pit of the cofferdam is changed from precipitation operation to underwater operation, the overlong exposure time of the side slope of the foundation pit is avoided, the danger of the side slope overturning under the unbalanced water pressure is reduced, meanwhile, the resource investment for precipitation and maintenance of the side slope stability in the excavation process of the foundation pit is reduced, and the implementation effect is good through the popularization and application of the construction process.
The foregoing describes preferred embodiments of the present invention. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.
Claims (10)
1. A construction method of an underwater concrete water-stop wall is characterized by comprising the following steps:
construction preparation, namely laying construction control points according to a design construction drawing and the actual situation of a site terrain;
secondly, excavating a foundation pit and carrying out precipitation treatment, wherein the excavation of the foundation pit is directly completed from a riverbed to the designed elevation part of the bottom of the bearing platform by adopting a backhoe in cooperation with a dump truck, drainage operation is simultaneously carried out in the excavation process, the excavation process is ensured to be carried out smoothly, and construction is carried out according to the excavation sequence from the middle to the two sides;
thirdly, erecting an overwater operation platform, namely erecting a steel pipe support to form the operation platform for pouring, arranging a collecting hopper and a guide pipe for pouring on the platform, and ensuring enough strength and rigidity for erecting the platform;
hoisting the combined template, hoisting the combined template into the foundation pit by using a crane after the assembly of the water-stop wall template is finished, and arranging positioning steel bars around the template;
fifthly, cleaning a bedrock surface, manually cleaning silt which cannot be completely removed in the excavation process, and cleaning the silt in the water-stop wall template to ensure that the water-stop wall is in good contact with bedrock after the water-stop wall is poured;
(VI) injecting water into the foundation pit, installing the water-stop wall template in place, finishing the reinforcement, cleaning the interior of the template, and injecting water into the foundation pit by using a water pump until the heights of the water heads inside and outside the cofferdam are consistent so as to ensure that the water-stop wall concrete is not flushed by newly poured water in the pouring process;
(VII) configuring a conduit, wherein the underwater concrete belongs to special concrete, the qualified mixed concrete is fed into an underwater reserved part by adopting a conduit method for molding and hardening, the whole concrete cannot be vibrated in the pouring process, the concrete is automatically compacted mainly by the dead weight pressure of the concrete in a blanking conduit, the conduit needs to be subjected to water pressure inspection before being installed, the water pressure is greater than the maximum pressure when the concrete is fully filled, and water cannot leak from a pipe body and a joint;
(eighthly), pouring underwater concrete;
(ninth), maintaining under water;
(ten) draining the foundation pit, and after the maintenance period of the waterproof wall is over, arranging a slurry pump in the downstream direction of the cofferdam to pump water in the foundation pit out of the cofferdam to prepare for the subsequent construction of a bearing platform;
and (eleventh) removing the template.
2. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (2) when the underwater part is excavated in the step (II), a corresponding number of slurry pumps are set according to the water quantity to perform drainage operation, so that the normal excavation is ensured, and the collapse caused by water burst is prevented.
3. The underwater concrete diaphragm wall construction method according to claim 2, characterized in that: and (2) after the foundation is excavated to the design elevation in the step (II), in order to ensure the stability of the water-stop wall, continuously excavating grooves with the depth of 0.5m at the wall foot, taking the grooves with the width of 0.8m as the foundation of the water-stop wall, arranging ribbed steel bars with the spacing of 0.5m as ground anchors, wherein the length of the steel bars of the ground anchors is 1m, the length of the steel bars of the ground anchors is 0.5m after the steel bars of the ground anchors are implanted into rock strata, and the steel bars of the ground anchors are exposed by 0.5 m.
4. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (c) arranging safety guard rails around the above-water operation platform in the step (III).
5. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (IV) adding anti-floating reinforcing steel bars at the bottom of the template to prevent the template from floating upwards and deforming in the concrete pouring process, and simultaneously plugging the gap between the bottom of the template and the foundation pit by adopting a wood board and a sand bag.
6. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (f) selecting a steel pipe with the diameter of 250mm as the guide pipe in the step (seven), selecting 3.0m as the length of the guide pipe, connecting the guide pipes by using a clamping ring, arranging a rubber ring in the clamping ring, and enabling the distance from the bottom of the guide pipe to the surface of the foundation rock to be not more than 0.5 m.
7. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (iv) in the step (eight), the amount of the first batch of concrete to be delivered into the bin needs to ensure that the bottom of the guide pipe has a burial depth with a proper distance, so as to ensure that the concrete surface is cast firstly by continuously lifting the subsequent concrete to be delivered into the bin in an extrusion manner, avoid the contact with water, and extrude compact concrete.
8. The underwater concrete diaphragm wall construction method according to claim 7, characterized in that: and (iv) during pouring in the step (eight), bin surface division is carried out according to the supply capacity of the concrete production system, single-layer bin positions are subjected to skip construction, the installation engineering amount of the combined template is reduced, and adjacent bin positions are subjected to staggered joint, wherein the length of the staggered joint is not less than 1.5 m.
9. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (7) curing the diaphragm wall poured in the step (nine) for 72 hours under water, and performing the next construction after the strength of the concrete reaches 70% of the design strength.
10. The underwater concrete diaphragm wall construction method according to claim 1, characterized in that: and (eleven) when the formwork is removed in the step (eleven), the temperature difference between the inside and the outside of the concrete does not exceed 20 ℃, so that temperature difference cracks on the surface of the concrete are prevented.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010993532.5A CN112195943B (en) | 2020-09-21 | 2020-09-21 | Construction method of underwater concrete water-proof wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010993532.5A CN112195943B (en) | 2020-09-21 | 2020-09-21 | Construction method of underwater concrete water-proof wall |
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| Publication Number | Publication Date |
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| CN106939593A (en) * | 2017-04-05 | 2017-07-11 | 中铁八局集团第四工程有限公司 | One kind closes on both wired construction of diaphragm wall technique |
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