CN114411695B - Underground cast-in-situ continuous wall construction method and connection structure thereof - Google Patents
Underground cast-in-situ continuous wall construction method and connection structure thereof Download PDFInfo
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- CN114411695B CN114411695B CN202210079452.8A CN202210079452A CN114411695B CN 114411695 B CN114411695 B CN 114411695B CN 202210079452 A CN202210079452 A CN 202210079452A CN 114411695 B CN114411695 B CN 114411695B
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- 238000010276 construction Methods 0.000 title claims abstract description 145
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 152
- 239000010959 steel Substances 0.000 claims abstract description 152
- 239000004567 concrete Substances 0.000 claims abstract description 70
- 238000005192 partition Methods 0.000 claims description 52
- 238000000034 method Methods 0.000 claims description 28
- 230000002787 reinforcement Effects 0.000 claims description 17
- 238000000926 separation method Methods 0.000 claims 1
- 230000002265 prevention Effects 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 6
- 230000005540 biological transmission Effects 0.000 abstract description 4
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 8
- 238000000605 extraction Methods 0.000 description 6
- 230000007547 defect Effects 0.000 description 4
- 238000009415 formwork Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 238000005266 casting Methods 0.000 description 3
- 241000764238 Isis Species 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 210000001503 joint Anatomy 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003466 welding 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
- 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
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- 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
- E02D5/182—Bulkheads or similar walls made solely of concrete in situ using formworks to separate sections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2220/00—Temporary installations or constructions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
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- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
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Abstract
The invention discloses an underground cast-in-situ continuous wall construction method and a connecting structure thereof, belongs to the technical field of building construction, and provides an underground cast-in-situ continuous wall construction method with continuous stress and higher bearing strength and a connecting structure formed by the same. According to the invention, through arranging the corresponding first nested joint and the second nested joint and adopting the effective movable buckling connection structure, concrete walls constructed in different hole sequences are connected into an effective whole, and particularly, the effective connection between steel trusses in different hole sequences is realized, so that the continuity of stress in a continuous wall body is ensured, the continuous transmission of force and deformation is convenient, the overall performance and seepage prevention effect of the concrete wall body can be greatly improved, the quality and safety of the continuous wall body structure are ensured, and the practical application effect is quite obvious.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method and a connection structure of an underground cast-in-situ continuous wall.
Background
The construction and construction of continuous wall body by using concrete for hidden engineering starts from the Italy of forty of the last century, and can be effectively applied to the seepage-proofing engineering (water cut-off seepage-proofing wall with depth of 40 m) of the Italy SANTAN MALIN dam. Due to the research and development lag of construction and construction equipment, the working efficiency of the semi-manual semi-mechanical excavation slotting is quite low, and safety risks such as collapse and burial exist, the technology is not developed substantially, and the importance of the engineering community on the technology is not paid again until the first hydraulic slotting machine in the world is developed by the French Soxhlet company in 1973. The nineties of the last century, tokyo bay cross-sea bridge, kawasaki man-made island (wall thickness 2.8m, circumference about 339 m), wall depth 140m. In general, the construction of industrialized modernization in western countries plays an important role in promoting the development of concrete wall technology, and forms a series of complete technology and equipment.
The underground diaphragm wall has the basic characteristics of small construction noise and vibration, and small influence on adjacent foundations and building structures, and is suitable for large-scale mechanized construction, so that the underground diaphragm wall construction technology is widely applied to hidden projects such as water conservancy and hydropower foundation reinforcement and seepage prevention treatment. Due to the controllability and accuracy of wall construction, the underground continuous wall technology is even more reliable and effective than foundation grouting.
However, from the construction and construction point of view, the cast-in-place concrete underground diaphragm wall generally uses special machinery to excavate a slot hole on the ground to reach a preset design depth, and the concrete or reinforced concrete in the slot hole is cast in situ, and then the isolated slot hole concrete sections are connected together to form an integral structure called an underground diaphragm wall, which is used for the projects of bearing, seepage prevention, functional isolation and the like. At present, the construction process and grooving equipment of the underground continuous wall can be called as 'daily and monthly', but the connection technology of the concrete wall formed by isolated groove sections is not concerned. The conventional slot connection technology generally adopts a joint pipe method to connect slot segments, and fig. 10 shows a conventional slot connection construction flow chart adopting the joint pipe method, and the general construction method steps are as follows;
step 1: carrying out slotting construction of a sequence of slotted holes, as shown in (a) of fig. 10;
step 2: a next steel truss is arranged as shown in (b) of fig. 10;
step 3: a lower joint pipe is arranged as shown in (c) of fig. 10;
Step 4: pouring concrete in the sequence slots, wherein the joint pipe plays a role of a pouring template at the moment, so that the concrete is coagulated into a sequence poured concrete wall within a set range, as shown in (d) of fig. 10;
Step 5: the joint pipe is pulled out, when the poured first-order pouring concrete wall reaches initial setting, the joint pipe can be pulled out timely, and a semicircular concrete setting surface is formed between the first-order pouring concrete wall and the first-order slot hole, as shown in (e) of fig. 10;
Step 6: grooving construction of the second-order slotted holes is carried out, and then a second-order steel truss is arranged below the second-order slotted holes, as shown in (f) of fig. 10;
Step 7: and casting concrete in the second-order slot holes to form a second-order cast concrete wall, and jointly connecting the first-order cast concrete wall and the second-order cast concrete wall to form an integral underground continuous wall, as shown in (g) of fig. 10.
It is clear that the above-mentioned construction technique of underground continuous wall body by joint pipe method has obvious defect in slotted hole connection, and although the joint pipe method fills the gap between the slot sections (holes), it artificially causes "continuity" of stress, force transmission and deformation to be blocked from the view point of the integrity of the stress structure. This barrier may not be obvious or important under the conditions of the wall structure being pressurized, nor is the problem too great. Underground concrete continuous walls are generally in a three-dimensional compression state, which is why underground continuous walls can exist; when the stress environment of the wall body changes and the wall body bears tensile, torsional and bending stresses, weak links at the joint pipe are exposed and are easy to generate dislocation, so that the stress and the deformation are discontinuous, and especially for the concrete impervious wall body taking the seepage prevention as the basic requirement, the tiny dislocation is very likely to cause seepage damage. Therefore, when the concrete diaphragm wall of the underground continuous wall is used for a reservoir dam and is used as a diaphragm structure of a key part, the joint pipe method has technical defects and even has huge hidden trouble.
In addition, when the joint pipe method is used for wall connection, the construction has some defects, and the defects are mainly represented by the equipment capacity of the joint pipe for pulling out. After pouring is completed, the contact surface between the concrete in the first-order slotted hole and the joint pipe is a semicircular cylindrical surface, the contact surface is larger, the joint pipe needs to be pulled out after the concrete in the first-order slotted hole is poured, and the pulling force for pulling out the joint pipe is determined by the following formula:
Wherein P 1 is the minimum extraction force (kN) that the mechanical equipment should possess; h 1 —depth of continuous wall (m); delta-design thickness (m) of wall (slot or channel segment); k e -the lateral pressure coefficient of the concrete butt joint pipe is generally taken to be 0.3; ρ e —the density of the concrete, ρ e＝2.4t/m3;fe —the friction coefficient of the concrete and the joint pipe interface, generally 0.35; g-gravitational acceleration (m/s 2).
The above parameters are known, and therefore, the mechanical extraction force can be calculated. Accordingly, the tube drawing operation is completed by selecting proper mechanical equipment. Assuming that the wall depth H 1 =50m, the wall thickness δ=0.8m, and the remaining index is selected as above, the extraction force p= 3881.2kN is calculated. It can be seen that mechanical equipment with extraction force of more than 388 tons must be selected for use, which is time-consuming, laborious and uneconomical for general engineering.
In summary, the conventional continuous wall has some drawbacks in the connection of slots (segments), mainly:
the first and the groove sections are continuously connected by adopting a joint pipe method, which is only suitable for a compressive foundation, is not allowed to be strictly stressed by pulling, twisting and bending, and is especially suitable for walls with seepage prevention requirements;
The second, concrete or reinforced concrete continuous wall is used for seepage prevention and reinforcement of earth and rockfill dams, slopes and the like, and because the stress environment is complex, the leakage risk exists by adopting a groove section joint pipe method, and the stress transmission is discontinuous;
Thirdly, as the contact surface of the joint pipe connection is larger, larger mechanical extraction force is generally required, larger mechanical equipment is required in equipment type selection, and the practical application is not economical;
fourth, large-scale mechanical pulling-out equipment is high in requirements on dam as a basic condition when a dam body is constructed, so that engineering investment is increased intangibly, and construction safety risks exist.
Disclosure of Invention
The invention solves the technical problem of providing a construction method of an underground cast-in-situ continuous wall with continuous stress and higher bearing strength.
The technical scheme adopted for solving the technical problems is as follows: the construction method of the underground cast-in-situ continuous wall comprises the following steps:
step one, grooving construction of a sequence slot hole is carried out to form a sequence slot hole;
Step two, arranging a first-order steel truss downwards in the first-order slot hole, wherein a first nested joint fixedly connected with the first-order steel truss is arranged at the end part of the first-order steel truss, facing to one side of the second-order slot hole, and the first nested joint is downwards placed into the first-order slot hole along with the first-order steel truss, and comprises a construction partition plate arranged in the middle, a first connecting end positioned at one side of the construction partition plate and fixedly connected with the first-order steel truss, and a second connecting end positioned at the other side of the construction partition plate and reserved for being connected with the second-order steel truss; the construction partition plates of the first nested joint are arranged in a direction perpendicular to the wall surface of the continuous wall, extend from the bottom to the top of the first-order slotted holes in the depth direction of the first-order slotted holes, and have a gap with a certain width B between the two side edges of the first-order slotted holes in the width direction and the wall surface of the first-order slotted holes;
Step three, respectively arranging temporary construction pouring templates at gaps between two side edges of the construction partition plate and the hole walls of the first-order slotted holes for partition, wherein the construction partition plate and the temporary construction pouring templates are used as concrete templates for pouring concrete in the first-order slotted holes;
Fourthly, performing concrete pouring construction in the first-order slot holes to form a first-order poured concrete wall, and removing the temporary construction pouring template after the first-order poured concrete wall reaches the design strength;
Fifthly, slotting construction of the second-order slotted holes is carried out, so that the second-order slotted holes are formed;
Step six, arranging a second-order steel truss downwards in the second-order slot hole, wherein a second nested joint fixedly connected with the second-order steel truss is arranged at the end part of the second-order steel truss, which faces one side of the first-order pouring concrete wall, the second nested joint is downwards placed into the second-order slot hole along with the second-order steel truss, a third connecting end used for being connected with a second connecting end on the first nested joint is arranged at the second nested joint, and the second connecting end and the third connecting end are connected in a movable buckling mode in the process that the second nested joint is downwards placed along with the second-order steel truss;
And step seven, performing concrete pouring construction in the second-order slotted holes to form a second-order poured concrete wall.
Further is: an L-shaped buckling connection structure is arranged between the second connection end and the third connection end.
Further is: the second connecting end is provided with a buckling steel plate and forms a first L-shaped buckling structure, the second nested joint is provided with a second L-shaped buckling structure, the second L-shaped buckling structure is an L-shaped steel bar or an L-shaped steel plate, and the first L-shaped buckling structure and the second L-shaped buckling structure can be matched to form an L-shaped buckling connecting structure.
Further is: two temporary construction pouring templates on two sides of the construction partition board are connected through connecting pieces, and an integrated structure is formed.
Further is: the construction partition plate is a steel plate with the thickness of 1-3 mm, and the temporary construction pouring template is a steel plate with the thickness of 3-5 mm.
Further is: the fastening steel plate is a steel plate with the thickness of 3-5 mm.
Further is: a plurality of embedded grouting steel pipes are respectively arranged in the first-order slotted holes and the second-order slotted holes, the embedded grouting steel pipes in the first-order slotted holes are fixedly connected with the first-order steel truss, and the embedded grouting steel pipes in the second-order slotted holes are fixedly connected with the second-order steel truss; the pre-buried grouting steel pipe isIs a steel pipe of (a).
Further is: the first nested joint comprises a supporting steel reinforcement framework, the supporting steel reinforcement framework adopts steel bars identical to those of the first-order steel truss, and the first nested joint is welded with the first-order steel truss; the second nested joint comprises a supporting steel reinforcement framework, the supporting steel reinforcement framework adopts steel bars identical to those of the second-order steel truss, and the second nested joint is welded with the second-order steel truss; all the steel bars have the diameter of
Further is: and step five, the construction is adjusted to be before the step two.
In addition, the invention also provides a connecting structure of the underground cast-in-situ continuous wall formed by the construction method of the underground cast-in-situ continuous wall, which comprises a first-order steel truss arranged in a first-order slot hole and a second-order steel truss arranged in a second-order slot hole, wherein the end part of the first-order steel truss, which faces one side of the second-order slot hole, is provided with a first nested joint fixedly connected with the first-order steel truss, and the first nested joint comprises a construction partition plate arranged in the middle part, a first connecting end which is positioned on one side of the construction partition plate and fixedly connected with the first-order steel truss, and a second connecting end which is positioned on the other side of the construction partition plate and reserved for being connected with the second-order steel truss; the construction partition board of the first nested joint is perpendicular to the wall surface of the continuous wall, extends from the bottom to the top of the first sequence slotted hole in the depth direction of the first sequence slotted hole, and has a gap with a certain width B between the two side edges of the first sequence slotted hole in the width direction and the wall surface of the first sequence slotted hole; the end part of the second-order steel truss, which faces one side of the first-order slot hole, is provided with a second nested joint fixedly connected with the second-order steel truss, the second nested joint is provided with a third connecting end connected with the second connecting end of the first nested joint, and the second connecting end is connected with the third connecting end in a movable buckling mode.
The beneficial effects of the invention are as follows: firstly, the concrete wall constructed by different hole sequences is connected into an effective whole, so that the effective connection between steel trusses of different sequences in the construction of different hole sequences is realized, the continuity of stress in a continuous wall body is ensured, the continuous transmission of force and deformation is facilitated, the overall performance and the seepage prevention effect of the concrete wall can be greatly improved, the quality and the safety of the continuous wall structure are ensured, and the practical application effect is quite obvious. And secondly, the continuous concrete wall connection reduces the economic cost and the safety expense required by pulling out the temporary construction pouring template in the construction process, and is very beneficial to the saving of construction machinery and cost. In conclusion, the concrete wall and the construction method of the invention enhance the quality and stress safety performance of the wall, save engineering investment, improve the safety operation level of the construction site, and are worthy of further popularization and application in engineering practice.
Drawings
FIG. 1 is a schematic view of an underground cast-in-situ continuous wall connection structure according to the present invention.
Fig. 2 to 7 are schematic views of each stage in the construction method of the underground cast-in-situ continuous wall according to the present invention.
Fig. 8 is a schematic view of an embodiment of an L-shaped fastening connection structure according to the present invention.
Fig. 9 is a schematic view of another embodiment of an L-shaped fastening connection structure according to the present invention.
FIG. 10 is a flow chart of a prior art construction for slot connection by a pipe joint method.
Marked in the figure as: the construction method comprises the steps of a first-order slot hole 1, a first-order steel truss 2, a second-order slot hole 3, a second-order steel truss 4, a first nested joint 5, a construction partition 6, a second connecting end 7, a hole wall 8, a gap 9, a temporary construction pouring template 10, a connecting piece 11, a first-order pouring concrete wall 12, a buckling steel plate 13, a second nested joint 14, a third connecting end 15, a second-order pouring concrete wall 16 and a pre-buried grouting steel pipe 17.
Detailed Description
The invention is further described below with reference to the drawings and the detailed description.
The invention relates to an underground cast-in-situ continuous wall construction method, which comprises the following steps.
Step one, grooving construction of a slotted hole 1 is carried out to form the slotted hole 1. The construction of the first-order slot holes 1 can be performed by adopting a slurry retaining wall construction mode, and the mechanized slotting construction is performed through corresponding mechanical equipment and the like.
Step two, arranging a first-order steel truss 2 downwards in the first-order slot hole 1, wherein a first nested joint 5 fixedly connected with the first-order steel truss 2 is arranged at the end part of one side of the first-order steel truss 2 facing the second-order slot hole 3, and the first nested joint 5 is downwards placed into the first-order slot hole 1 along with the first-order steel truss 2. The first nested joint 5 comprises a construction partition plate 6 arranged in the middle, a first connecting end which is positioned on one side of the construction partition plate 6 and fixedly connected with the first-order steel truss 2, and a second connecting end 7 which is positioned on the other side of the construction partition plate 6 and reserved for being connected with the second-order steel truss 4. Wherein, the construction partition plate 6 of the first nested joint 5 is arranged according to the direction perpendicular to the wall surface of the continuous wall, and the construction partition plate 6 extends from the bottom to the top of the sequence slot 1 in the depth direction of the sequence slot 1, and a gap 9 with a certain width B is respectively arranged between the two side edges of the construction partition plate 6 in the width direction of the sequence slot 1 and the hole wall 8 of the sequence slot 1. Of course, the first-order steel truss 2 should be assembled and welded in advance according to the construction requirement, and then lowered into the first-order slot 1 by using a crane or other lifting equipment and adjusted in place.
And thirdly, respectively arranging temporary construction pouring templates 10 below gaps 9 between two side edges of the construction partition plate 6 and hole walls 8 of the first-order slot holes 1 for partition, wherein the construction partition plate 6 and the temporary construction pouring templates 10 are used together as concrete templates for pouring concrete in the first-order slot holes 1. Similarly, the construction pouring formwork 10 should be manufactured in advance according to the design requirement, then is lowered into the first-order slot hole 1 by means of a crane or other lifting equipment and is engaged and matched with the construction partition 6, and plays a role of effectively isolating the end part of the first-order slot hole 1, so that the construction pouring formwork is used as a concrete formwork for concrete pouring.
And fourthly, performing concrete pouring construction in the first-order slot holes 1 to form a first-order pouring concrete wall 12, and removing the temporary construction pouring template 10 after the first-order pouring concrete wall 12 reaches the design strength. The temporary construction pouring formwork 10 can be removed and constructed by using hoisting equipment such as a crane.
And fifthly, grooving construction of the second-order slotted holes 3 is carried out, so that the second-order slotted holes 3 are formed. The grooving construction of the second-order slot holes 3 can be performed by referring to the construction mode of the first-order slot holes 1.
Step six, a second-order steel truss 4 is arranged in the second-order slot hole 3 downwards, a second nested joint 14 fixedly connected with the second-order steel truss 4 is arranged at the end part of one side of the second-order steel truss 4, facing to the first-order pouring concrete wall 12, the second nested joint 14 is downwards placed in the second-order slot hole 3 along with the second-order steel truss 4, a third connecting end 15 used for being connected with a second connecting end 7 on the first nested joint 5 is arranged on the second nested joint 14, and the second connecting end 7 and the third connecting end 15 are connected in a movable buckling mode in the process that the second nested joint 14 is downwards placed along with the second-order steel truss 4. The lowering operation of the second-order steel truss 4 can refer to the lowering construction mode of the first-order steel truss 2, and in the process of lowering the second-order steel truss 4, the effective connection of the second connecting end 7 and the third connecting end 15 in the fastening mode in the lowering process should be ensured, so that the effective connection between the second-order steel truss 4 and the first-order steel truss 2 is ensured after the second-order steel truss 4 is lowered in place.
And step seven, performing concrete pouring construction in the second-order slot holes 3 to form a second-order poured concrete wall 16. So far, the first-order pouring concrete wall 12 and the second-order pouring concrete wall 16 form an effective and continuous connecting structure, and particularly the first-order steel truss 2 and the second-order steel truss 4 are effectively connected through the first nested joint 5 and the second nested joint 14, so that the continuity and the effectiveness of connection are ensured, the overall performance and the seepage prevention effect of the concrete wall can be greatly improved, and the quality and the safety of the continuous wall structure are ensured.
Specifically, referring to fig. 1, 8 and 9, in the present invention, an L-shaped fastening connection structure is preferably adopted between the second connection end 7 and the third connection end 15, so that the connection effect of the two connection ends can be ensured, and meanwhile, the problem of different installation time sequences caused by separate and sequential lifting and lowering construction between the first-order steel truss 2 and the second-order steel truss 4 is effectively solved. More specifically, the L-shaped fastening connection structure is that the second connection end 7 fastens the third connection end 15 from the outside, as shown in fig. 9; or the L-shaped buckling connection structure is that the second connection end 7 buckles the third connection end 15 from inside, as shown in fig. 8.
It should be noted that, in the present invention, the second connecting end 7 fastens the third connecting end 15 from inside, and a connecting manner such as welding, hinging or binding cannot be directly adopted between the second connecting end and the third connecting end, because the first-order steel truss 2 and the second-order steel truss 4 need to be hoisted and lowered in sequence in the present invention, and therefore, connection cannot be performed before lowering. After the two-order steel truss 4 is put in place, the width of the two-order steel truss is generally only tens of centimeters and the depth of the two-order steel truss is generally tens of meters due to the size limitation of the one-order slotted hole 1, so that workers are almost impossible to put into the one-order slotted hole 1 for manual connection.
More specifically, for the above-mentioned L-shaped fastening connection structure, the second connection end 7 may further be provided with a fastening steel plate 13 and form a first L-shaped fastening structure, and at the same time, the second nested joint 14 is provided with a second L-shaped fastening structure, where the second L-shaped fastening structure is an L-shaped steel bar or an L-shaped steel plate, and the first L-shaped fastening structure and the second L-shaped fastening structure may form a L-shaped fastening connection structure in a matching manner, so that the second-order steel truss 4 is effectively fastened with the first nested joint 5 through the L-shaped fastening structure in the lowering process.
More specifically, the present invention may further connect two temporary construction casting forms 10 at both sides of the construction partition 6 by means of a connecting member 11, and form an integral structure. In this way, the synchronous installation and disassembly of the two temporary construction pouring templates 10 can be realized only by one hoisting operation.
More specifically, in order to ensure that the load bearing capacity satisfies the design requirements, in the present invention, the construction partition 6 is preferably a steel plate having a thickness of 1 to 3mm, and the temporary construction casting die plate 10 is preferably a steel plate having a thickness of 3 to 5mm. Meanwhile, in the scheme that the second connecting end 7 is provided with the fastening steel plate 13, the fastening steel plate 13 is preferably a steel plate with a thickness of 3-5 mm.
More specifically, a plurality of embedded grouting steel pipes 17 are respectively arranged in the first-order slotted hole 1 and the second-order slotted hole 3, the embedded grouting steel pipes 17 in the first-order slotted hole 1 are fixedly connected with the first-order steel truss 2, and the embedded grouting steel pipes 17 in the second-order slotted hole 3 are fixedly connected with the second-order steel truss 4. The pre-buried grouting steel pipe 17 isIs a steel pipe of (a).
More specifically, to facilitate efficient assembly connection between the first nested joint 5 and the first-order steel truss 2, the first nested joint 5 includes a supporting reinforcement cage that employs the same reinforcement as the first-order steel truss 2, and the first nested joint 5 is welded to the first-order steel truss 2. Similarly, a supporting reinforcement cage is also arranged in the second nested joint 14, the supporting reinforcement cage adopts the same reinforcement as the second-order steel truss 4, and the second nested joint 14 is welded and connected with the second-order steel truss 4. In combination with practical construction, the diameters of the steel bars used in the first-order steel truss 2, the second-order steel truss 4, the supporting steel bar framework and the like are preferably
More specifically, in the present invention, the slotting of the second slot hole 3 may be completed in advance during the slotting of the first slot hole 1, and then the construction of the second subsequent step is performed, i.e., the construction of the fifth step is adjusted to be before the second step. Specifically, the first-order slot holes 1 and the second-order slot holes 3 perform excavation construction simultaneously, or the first-order slot holes and the second-order slot holes sequentially complete excavation construction.
In addition, the invention also provides a connecting structure of the underground cast-in-situ continuous wall formed by the construction method of the underground cast-in-situ continuous wall, which comprises a first-order steel truss 2 arranged in a first-order slot hole 1 and a second-order steel truss 4 arranged in a second-order slot hole 3, wherein a first nested joint 5 fixedly connected with the first-order steel truss 2 is arranged at the end part of the first-order steel truss 2 facing the second-order slot hole 3, and the first nested joint 5 comprises a construction partition 6 arranged in the middle, a first connecting end which is positioned at one side of the construction partition 6 and fixedly connected with the first-order steel truss 2, and a second connecting end 7 which is positioned at the other side of the construction partition 6 and reserved for being connected with the second-order steel truss 4; the construction partition plate 6 of the first nested joint 5 is perpendicular to the wall surface of the continuous wall, the construction partition plate 6 extends from the bottom to the top of the sequence slot 1 in the depth direction of the sequence slot 1, and a gap 9 with a certain width B is formed between two side edges of the construction partition plate 6 in the width direction of the sequence slot 1 and the hole wall 8 of the sequence slot 1 respectively; the end part of the second-order steel truss 4, which faces the side of the first-order slot hole 1, is provided with a second nested joint 14 fixedly connected with the second-order steel truss 4, the second nested joint 14 is provided with a third connecting end 15 connected with the second connecting end 7 of the first nested joint 5, and the second connecting end 7 is connected with the third connecting end 15 in a movable buckling mode.
The first nested joint 5 and the second nested joint 14 are connected in a buckling mode, so that effective connection between the first-order steel truss 2 and the second-order steel truss 4is achieved, continuity of structural strength and continuity of bearing capacity of a continuous wall body are achieved on the premise of sequential construction, and continuity and connection strength between different-order concrete wall bodies caused by sequential construction can be effectively improved.
In addition, the construction partition plate 6 and the two temporary construction pouring templates 10 on the two sides jointly form the temporary templates in the concrete pouring construction in the sequence slot holes 1, so that only the two temporary construction pouring templates 10 are required to be pulled out in the subsequent drawing, the contact area between the template required to be pulled out and the concrete can be obviously reduced, and the required mechanical pulling force can be greatly reduced. As shown in FIG. 5, the contact area between the two temporary construction pouring templates 10 and the concrete is far smaller than that in the traditional joint pipe construction mode, so that the extraction force required by the invention can be reduced by 30% -50%, and the construction and mechanical cost can be greatly saved.
In addition, the width of the construction partition board 6 cannot be directly set to be the width of the first-order slot hole 1, that is, a gap 9 with a certain distance B must be reserved between two sides of the construction partition board 6 and the hole wall 8 of the first-order slot hole 1, so as to prevent the construction partition board 6 from directly and completely separating the first-order cast-in-place concrete wall 12 and the second-order cast-in-place concrete wall 16; this allows a certain direct connection to remain between the first order cast-in-place concrete wall 12 and the second order cast-in-place concrete wall 16, thereby improving the effectiveness of the connection and the tightness of the connection. Of course, the distance B may be generally 10% to 40% of the width between the hole walls 8 on both sides of the slot 1.
Claims (7)
1. The construction method of the underground cast-in-situ continuous wall is characterized by comprising the following steps of: the method comprises the following steps:
Step one, grooving construction of a slotted hole (1) is carried out to form the slotted hole (1);
Step two, arranging a sequence steel truss (2) downwards in a sequence slot hole (1), arranging a first nested joint (5) fixedly connected with the sequence steel truss (2) at the end part of one side of the sequence steel truss (2) facing towards the sequence slot hole (3), lowering the first nested joint (5) into the sequence slot hole (1) along with the sequence steel truss (2), wherein the first nested joint (5) comprises a construction partition plate (6) arranged in the middle, a first connecting end which is positioned at one side of the construction partition plate (6) and fixedly connected with the sequence steel truss (2) and a second connecting end (7) which is positioned at the other side of the construction partition plate (6) and reserved for being connected with the sequence steel truss (4), and arranging a buckling steel plate (13) at the second connecting end (7) to form a first L-shaped buckling structure; the construction partition plates (6) of the first nested joint (5) are arranged in a direction perpendicular to the wall surface of the continuous wall, the construction partition plates (6) extend from the bottom to the top of the sequential slotted holes (1) in the depth direction of the sequential slotted holes (1), and gaps (9) are formed between two side edges of the construction partition plates (6) in the width direction of the sequential slotted holes (1) and the hole walls (8) of the sequential slotted holes (1) respectively;
Step three, temporary construction pouring templates (10) are respectively arranged at gaps (9) between two side edges of a construction partition board (6) and hole walls (8) of a sequence slot hole (1) for separation, two temporary construction pouring templates (10) on two side edges of the construction partition board (6) are connected through connecting pieces (11) to form an integrated structure, and the construction partition board (6) and the temporary construction pouring templates (10) are jointly used as concrete templates for subsequent concrete pouring in the sequence slot hole (1);
Fourthly, performing concrete pouring construction in the first-order slot holes (1) to form a first-order poured concrete wall (12), and removing the temporary construction pouring template (10) after the first-order poured concrete wall (12) reaches the design strength;
Fifthly, slotting construction of the second-order slotted holes (3) is carried out to form the second-order slotted holes (3);
Step six, arranging a second-order steel truss (4) downwards in the second-order slot hole (3), arranging a second nested joint (14) fixedly connected with the second-order steel truss (4) at the end part of one side of the second-order steel truss (4) facing the first-order pouring concrete wall body (12), lowering the second nested joint (14) into the second-order slot hole (3) along with the second-order steel truss (4), arranging a third connecting end (15) for connecting with a second connecting end (7) on the first nested joint (5) at the second nested joint (14), arranging a second L-shaped buckling structure at the third connecting end (15), wherein the second L-shaped buckling structure is an L-shaped steel bar or an L-shaped steel plate, and the second connecting end (7) and the third connecting end (15) are connected in a movable buckling mode in the process of lowering the second nested joint (14) along with the second-order steel truss (4), and the first L-shaped buckling structure and the second L-shaped buckling structure form an L-shaped buckling connection structure;
and seventhly, performing concrete pouring construction in the second-order slot holes (3) to form a second-order poured concrete wall (16).
2. The method for constructing the underground cast-in-situ continuous wall according to claim 1, wherein the method comprises the following steps: the construction partition plate (6) is a steel plate with the thickness of 1-3 mm, and the temporary construction pouring template (10) is a steel plate with the thickness of 3-5 mm.
3. The method for constructing the underground cast-in-situ continuous wall according to claim 1, wherein the method comprises the following steps: the fastening steel plate (13) is a steel plate with the thickness of 3-5 mm.
4. The method for constructing the underground cast-in-situ continuous wall according to claim 1, wherein the method comprises the following steps: a plurality of embedded grouting steel pipes (17) are respectively arranged in the first-order slotted holes (1) and the second-order slotted holes (3), the embedded grouting steel pipes (17) positioned in the first-order slotted holes (1) are fixedly connected with the first-order steel truss (2), and the embedded grouting steel pipes (17) positioned in the second-order slotted holes (3) are fixedly connected with the second-order steel truss (4); the pre-buried grouting steel pipe (17) is a steel pipe with phi of 100-150 mm.
5. The method for constructing the underground cast-in-situ continuous wall according to claim 1, wherein the method comprises the following steps: the first nested joint (5) comprises a supporting reinforcement cage, the supporting reinforcement cage adopts the same reinforcement as the first-order steel truss (2), and the first nested joint (5) is welded with the first-order steel truss (2); the second nested joint (14) comprises a supporting reinforcement cage, the supporting reinforcement cage adopts the same reinforcement as the second-order steel truss (4), and the second nested joint (14) is welded with the second-order steel truss (4); all the steel bars have the diameter phi of 28-36 mm.
6. The method for constructing an underground cast-in-situ continuous wall according to any one of claims 1 to 5, wherein: and step five, the construction is adjusted to be before the step two.
7. Connection structure of cast-in-situ continuous wall of underground, its characterized in that: the underground cast-in-place continuous wall construction method of any one of claims 1 to 6, which comprises a first-order steel truss (2) arranged in a first-order slot hole (1) and a second-order steel truss (4) arranged in a second-order slot hole (3), wherein a first nested joint (5) fixedly connected with the first-order steel truss (2) is arranged at the end part of one side of the first-order steel truss (2) facing the second-order slot hole (3), and the first nested joint (5) comprises a construction partition plate (6) arranged in the middle, a first connecting end which is positioned at one side of the construction partition plate (6) and fixedly connected with the first-order steel truss (2), and a second connecting end (7) which is positioned at the other side of the construction partition plate (6) and reserved for being connected with the second-order steel truss (4); the construction partition board (6) of the first nested joint (5) is perpendicular to the wall surface of the continuous wall, the construction partition board (6) extends from the bottom to the top of the sequence slot hole (1) in the depth direction of the sequence slot hole (1), and gaps (9) are respectively formed between two side edges of the construction partition board (6) in the width direction of the sequence slot hole (1) and the hole wall (8) of the sequence slot hole (1); the end part of the second-order steel truss (4) facing one side of the first-order slot hole (1) is provided with a second nested joint (14) fixedly connected with the second-order steel truss (4), the second nested joint (14) is provided with a third connecting end (15) connected with a second connecting end (7) of the first nested joint (5), and the second connecting end (7) is connected with the third connecting end (15) in a movable buckling mode.
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