A wall foundation and its construction method

Abstract

The present invention provides a wall-type foundation and its construction method, by setting an integral foundation unit; the enclosure wall of the integral foundation unit includes a plurality of side walls; the plurality of side walls form an integral polygonal cylindrical foundation structure; the capping positioning is arranged on the enclosure wall and connected to the side walls. By setting the integral enclosure wall in this application, the joints formed by connecting the side walls in sequence are avoided, thus avoiding various problems caused by the side wall joints; by adopting a hollow closed-loop structure connected by a plurality of side walls, after being implanted into the soil body, the bearing capacity is provided through the interaction with the soil bodies on both sides and at the lower end of the surrounding side walls, making full use of the friction force on the inner and outer surfaces of the wall, increasing the bearing capacity of the foundation, increasing the stability of the structure, and the structure is safe and reliable; at the same time, by positioning and covering the capping on the enclosure wall to achieve the lateral tension of the side walls, the bearing capacity of the entire integral foundation unit is greatly improved, and it has better economy and practicability.

Description

Technical Field

[0001] The present invention relates to the technical field of building foundations, and particularly relates to a wall-type foundation and a construction method thereof. Background Art

[0002] Existing group pile foundations and caisson foundations are about 30 - 70 meters long, and the diameter of the cross-section is about 6 - 9 meters. The entire foundation is mostly a precast solid pile foundation structure. During construction, the method of relying on self-weight to sink is mostly used, which has a long construction period, high requirements for geology, and causes difficulties in transporting precast components and lifting equipment, all of which will result in low construction efficiency and long construction period.

[0003] At the same time, the existing underground foundations pour and connect each side wall in sequence. Inevitably, there will be joints between the side walls, which easily leads to uneven compression of the side walls, and the joints are prone to spreading. At the same time, water seepage or leakage occurs, seriously affecting the quality of the entire foundation. To avoid the above and the deficiencies existing in the prior art, an integral wall-type foundation and a construction method thereof with simple structure, less material consumption, more convenient construction, safety and reliability are designed. Summary of the Invention

[0004] The purpose of the present invention is to provide a wall-type foundation and a construction method thereof.

[0005] To achieve the above purpose, the present invention is realized through the following technical solutions:

[0006] A wall-type foundation includes an integral foundation unit; the integral foundation unit includes a surrounding wall and a top cover; the surrounding wall includes a plurality of side walls; the plurality of side walls form an integral polygonal tubular foundation structure; the top cover is positioned on the surrounding wall and is connected to the side walls.

[0007] As a further improvement of the present invention, a single integral foundation unit forms an integral closed support foundation structure, or a plurality of adjacent integral foundation units are sequentially connected to form an integral closed support foundation structure.

[0008] As a further improvement of the present invention, the steel reinforcement cage body inside the surrounding wall is an integral cage body structure matching the shape of the surrounding wall.

[0009] As a further improvement of the present invention, a partition wall is also provided; the partition wall is arranged in the upper part inside the surrounding wall; the outer end of the partition wall is connected to the junction of the surrounding wall.

[0010] As a further improvement of the present invention, the surrounding wall is a hexagonal structure, and the partition wall is provided with three supporting side walls; the outer ends of the supporting side walls are respectively connected to the junction of the surrounding wall at intervals.

[0011] As a further improvement of the present invention, an extension part is further provided inside the top of the enclosure wall; the extension part abuts against the capping.

[0012] As a further improvement of the present invention, the extension part is a chamfer or a dome haunch structure arranged along the circumferential direction of the top of the enclosure wall.

[0013] As a further improvement of the present invention, the capping and the top of the enclosure wall are of an integral structure.

[0014] As a further improvement of the present invention, grouting pipes are provided on both sides and the lower end of the cavity of the enclosure wall.

[0015] A construction method for a wall - type foundation includes the following steps:

[0016] S1. Construction preparation: Level the site, remove sundries, replace the soft soil in the surface layer, and tamp it densely; at the same time, reasonably arrange the positions of the mud pits, steel bar processing sites, construction access roads, etc., and arrange the materials and equipment required for construction.

[0017] S2. Determine the foundation position and side lines: Use a total station and a steel tape to determine the position and size of the excavation of the enclosure wall foundation pit, and correspondingly drive steel sheet piles inside the foundation pit to be excavated, and then drive the outer steel sheet piles. The steel sheet piles are connected in sequence to isolate and protect the excavation of the foundation pit.

[0018] S3. Foundation pit excavation: The grooving machine enters the site and excavates downward at the position of the enclosure wall foundation pit inside the steel sheet piles until the foundation pit reaches the predetermined elevation.

[0019] S4. Insert the enclosure wall steel cage; the enclosure wall steel cage is an integral steel bar framework structure with the same cross - section shape as the enclosure wall, and the upper and lower ends of the enclosure wall steel cage are of a closed - mouth structure. An air bag is provided in the hollow steel bar cage body on each side corresponding to the side wall of the enclosure wall steel cage.

[0020] The crawler crane enters the site, hoists a bottom steel cage and vertically lowers it into the foundation pit. At this time, the air bags at the bottom of the steel cage are in an inflated state and are placed in the mud of the foundation pit. Due to the buoyancy effect, the bottom steel cage is lifted upward, making the upper end of the steel cage slightly higher than the top of the foundation pit. Then adjust the steel cage and the air bags and wait for the bottom steel cage to stably float in the foundation pit.

[0021] Then, use the crawler crane to hoist another middle steel cage above the bottom steel cage, and fixedly connect the connecting parts on the middle steel bars and the connecting parts on the bottom steel bars through sleeves to achieve the up - and - down fixed connection of the two steel cages; at the same time, fixedly connect the air bags in each side wall of the middle steel bars with the air bags corresponding up and down on the bottom steel bars respectively.

[0022] Finally, adjust the air bags inside the middle steel cage and the bottom steel bars so that the upper end of the middle steel bars is slightly higher than the top of the foundation pit. Similarly, position and install the top steel cage to form an integral cage structure. At the same time, adjust the position of the steel cage, axially position the steel cage and the foundation inside the foundation pit through positioning pins, and extract the air bags inside the steel cage.

[0023] S5. Pour concrete for the retaining wall: High-pressure pour concrete slurry into the retaining wall foundation pit through multiple conduits respectively to squeeze out the slurry in the foundation pit. During the pouring, always keep the depth of the concrete conduit buried more than 2 m. After the concrete pouring is completed, observe for about 30 minutes. If there is no change in the concrete surface, slowly pull out the conduit. At the same time, reserve the steel bars for tying with the top capping at the top of the retaining wall.

[0024] S6. Recover the sheet piles: Pull out all the inner and outer sheet piles and recycle them for reuse. At the same time, tamp the surrounding foundation.

[0025] S7. Set up the reinforcement cages for the extension part and the top capping: Excavate the foundation inside the circumference at the top of the retaining wall to form a groove structure for the chamfer or the haunch structure of the dome, and then bind the steel bars in the groove structure and the reserved steel bars of the retaining wall to connect the reinforcement cages of the extension part and the top capping with the steel cage of the retaining wall into an integral structure.

[0026] S8. Pour concrete for the top capping: Set up support baffles on the outside of the retaining wall. Pour concrete slurry into the retaining wall foundation pit through multiple conduits respectively to complete the pouring of the top of the retaining wall, the extension part and the top capping.

[0027] S9. Complete the construction: After the concrete has finally set for 3 hours, manually remove the excess concrete, and remove other components and equipment to complete the construction.

[0028] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0029] 1. By setting an integral retaining wall in this application, the joints formed by connecting the side walls in sequence are avoided, thus avoiding various problems caused by the side wall joints. By adopting a hollow closed-loop structure connected by multiple side walls, after being implanted into the soil body, the bearing capacity is provided through the interaction with the soil on both sides and at the lower end of the surrounding side walls, making full use of the friction force on the inner and outer surfaces of the wall, increasing the bearing capacity of the foundation, increasing the structural stability, and making the structure safe and reliable. At the same time, by positioning and capping the retaining wall, the lateral tension of the side wall is realized, greatly improving the bearing capacity of the entire integral foundation unit. Compared with the traditional pile-column structure, this application does not require large-scale cofferdams and cap structures, reduces the gravity of the solid foundation structure system (pile foundation concrete, cap concrete), reduces the construction cost, and has better economy and practicability.

[0030] 2. The wall-type foundation of the present invention has a simple process and fast and safe construction. The grooving machine is used in construction, and both the process and equipment are mature. There is no need to customize special equipment, which is easy to promote construction. By setting steel sheet piles during the foundation pit construction, effective isolation and protection of the foundation pit can be achieved, ensuring the effective pouring of the side wall in the foundation pit, greatly shortening the construction period, and improving the construction quality and efficiency of the entire foundation. At the same time, the steel sheet piles are recyclable components, making the construction more convenient and fast, and more energy-saving and environmentally friendly.

[0031] 3. The annular closed wall-type foundation of the present invention can be directly used as a retaining structure, combining permanent and temporary functions. Especially when constructing in water, there is no need to separately set up temporary facilities such as steel cofferdams, which can significantly shorten the construction period and has good economic benefits.

[0032] 4. During the construction of the wall-type foundation of the present invention, the overall support of the steel bar cage is lowered and installed in place integrally, and it is formed in one pour. Moreover, the concrete is formed by pressure grouting or underwater perfusion through a conduit, overcoming the disadvantage of the traditional foundation being dispersed in force, enhancing the stability of the structure. The steel bars of the wall-type foundation can be directly connected to the upper pier and tower, canceling the cap structure, reducing the gravity of the permanent load foundation structure system acting on the soil body, and having good mechanical properties and good economy. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0034] Figure 1 is a schematic structural diagram of the overall foundation unit of the present invention;

[0035] Figure 2 is a cross-sectional view of the overall foundation unit of the present invention arranged in the foundation;

[0036] Figure 3 is a schematic structural diagram of the grouting pipe of the enclosure wall of the present invention;

[0037] Figure 4 is a schematic structural diagram of the partition wall of the overall foundation unit of the present invention;

[0038] Figure 5 is a schematic diagram of the arrangement of the partition wall of the overall foundation unit of the present invention;

[0039] Figure 6 is a schematic diagram of the connection of multiple overall foundation units of the present invention;

[0040] Figure 7 is Figure 6Schematic diagram of connection of multiple integral foundation units;

[0041] Figure 8 Schematic diagram of a steel reinforcement cage of the present invention;

[0042] Figure 9 Schematic diagram of the foundation pit excavation structure of the present invention;

[0043] Figure 10 Schematic diagram of the sheet pile connection structure of the present invention;

[0044] Figure 11 Cross-sectional view of the connection of the integral foundation unit steel reinforcement cage of the present invention;

[0045] Figure 12 Schematic diagram of the connection of multiple integral foundation units in an embodiment of the present invention;

[0046] Figure 13 Schematic diagram of the connection of multiple integral foundation units in an embodiment of the present invention;

[0047] Figure 14 Schematic diagram of the connection of multiple integral foundation units in an embodiment of the present invention;

[0048] Explanation of reference numerals in the figure:

[0049] 1. Integral foundation unit; 11. Enclosure wall; 111. Side wall; 112. Extension part; 12. Capping; 13. Partition wall; 131. Supporting side wall; 14. Grouting pipe; 2. Foundation; 21. Foundation pit; 3. Steel reinforcement cage; 4. Airbag; 5. Tie beam; 6. Sleeve; 7. Sheet pile; 8. Grooving machine. Detailed implementation manners

[0050] To make the objectives, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the embodiments of the present invention. Apparently, the described embodiments are some, but not all, of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without making creative efforts shall fall within the protection scope of the present invention.

[0051] Combined with the appended Figures 1 to 14 , the present invention provides a wall-type foundation and its construction method.

[0052] Specifically, combined with the appended Figure 1 , a wall-type foundation includes an integral foundation unit 1; the integral foundation unit 1 includes an enclosure wall 11 and a capping 12; the enclosure wall 11 includes a plurality of side walls 111; the plurality of side walls 111 form an integral polygonal cylindrical foundation structure; the capping 12 is positioned on the enclosure wall 11 and connected to the side walls 111.

[0053] By setting an integral retaining wall in this application, the joints formed by connecting side walls in sequence are avoided, thus avoiding various problems caused by the joints of side walls. By adopting a hollow closed-loop structure connected by multiple side walls, after being implanted into the soil mass, bearing capacity is provided through the interaction with the soil mass on both sides and at the lower end of the surrounding side walls, making full use of the friction force on the inner and outer surfaces of the wall, increasing the bearing capacity of the foundation, enhancing the stability of the structure, and making the structure safe and reliable. At the same time, by positioning and covering the top of the retaining wall to achieve the lateral tension of the side walls, the bearing capacity of the entire integral foundation unit is greatly improved. Compared with the traditional pile-column structure, this application does not require large-scale cofferdams and cap structures, reduces the gravity of the solid foundation structure system (pile foundation concrete and cap concrete), reduces construction costs, and has better economy and practicability.

[0054] Further, the steel cage body inside the retaining wall 11 is an integral cage structure matching the shape of the retaining wall.

[0055] Further, each section of the side wall 111 is connected into a polygonal cylindrical structure.

[0056] It should be noted that the wall-type foundation is a continuous whole formed horizontally and vertically by a polygonal closed-wall structure. The side wall 111 can be designed with different thicknesses along the vertical direction according to needs, and generally the thickness of the lower side wall 111 is less than that of the upper side wall. The cross-section of the retaining wall 11 can generally be a polygonal structure such as a quadrilateral, pentagon or hexagon.

[0057] Further, the capping can be a solid cover body or a tie beam structure respectively connected to the side wall 111.

[0058] Further, a partition wall 13 is also provided; the partition wall 13 is arranged in the upper part inside the retaining wall 11 to strengthen the stiffness of the foundation structure and increase the bearing capacity.

[0059] Further, the outer end of the partition wall 13 is connected to the inner side wall of the retaining wall 11.

[0060] Preferably, the outer end of the partition wall 13 is connected to the junction of the retaining wall 11.

[0061] Further, the height of the partition wall 13 is one-third of the height of the retaining wall 11.

[0062] Further, the partition wall 13 coincides with the central axis of the retaining wall 11.

[0063] Preferably, the partition wall 13 is provided with three supporting side walls 131; the three supporting side walls 131 are evenly distributed along the circumferential direction.

[0064] Combined with the attached Figure 2 and Figure 4, in one embodiment, the enclosure wall 11 is of a hexagonal structure, and the partition wall 13 is provided with three side walls 131; the outer ends of the side walls 131 are respectively connected to the joints of the enclosure wall 11 at intervals to reinforce the enclosure wall 11.

[0065] Furthermore, an extension part 112 is provided inside the top of the enclosure wall 11; the extension part 112 abuts against the capping 12 to increase the contact area between the enclosure wall 11 and the capping 12, greatly improving the support for the capping 12.

[0066] Preferably, the extension part 112 is a chamfer or a dome haunch structure arranged circumferentially along the top of the enclosure wall 11.

[0067] Combined with the attached Figure 3 , furthermore, grouting pipes 14 are provided on both sides and the lower end of the cavity of the enclosure wall 11; after the side wall 111 structure is formed, grout can be injected into the soil through the grouting pipes 14 to enhance the interaction between the structure and the soil, achieving the purpose of increasing the bearing capacity and maintenance effect.

[0068] Combined with and attached Figure 6 and Figure 7 , in one embodiment, a single said integral foundation unit 1 forms an integral closed support foundation structure, or a plurality of adjacent said integral foundation units 1 are sequentially connected to form an integral closed support foundation structure.

[0069] A plurality of said integral foundation units 1 are provided; the outer sides of the side walls 111 of the enclosure wall 11 are respectively connected to the outer sides of the side walls 111 of the adjacent enclosure wall 11.

[0070] A tie beam 5 is further provided between the integral foundation units 1; that is, the integral foundation unit 1 can be used as a foundation alone, or a foundation form can be formed by combining multiple units.

[0071] Combined with the attached Figure 12 and 14 , in one embodiment, the outer sides of the side walls 111 of the enclosure wall 11 are respectively connected to the outer sides of the side walls 111 of the adjacent enclosure wall 11 through a transition part; both ends of the transition part are respectively connected to the adjacent enclosure wall 11.

[0072] Combined with the attached Figure 13 , in one embodiment, the outer sides of the side walls 111 of the enclosure wall 11 are respectively directly connected to the outer sides of the side walls 111 of the adjacent enclosure wall 11 to form a honeycomb-like side wall 111 structure.

[0073] Combined with the attached Figure 8 , Figure 9 , Figure 10 and Figure 11, a construction system for a wall foundation, comprising a steel reinforcement cage 3, an airbag 4 and steel sheet piles 7; the steel reinforcement cage 3 is arranged corresponding to the shape of the enclosure wall 11; the airbag 4 is respectively arranged inside the steel bar holes and inside the cavity structure of the side wall 111; the upper and lower ends of the steel reinforcement cage 3 are both closed structures, which can realize the expansion positioning and contraction detachment of the airbag 4 inside the cavity mechanism; the steel sheet piles 7 are arranged inside and outside the foundation pit 21 to realize the isolation and protection of the pouring of the enclosure wall 11.

[0074] It should be noted that when constructing a diaphragm wall by traditional technology, a concrete guide wall is usually set outside the foundation pit 21 during grooving. However, the concrete guide wall is generally 2-3 meters and cannot effectively isolate and protect the foundation pit 21, resulting in the fact that the groove wall of the wall foundation cannot be completely vertical and flat, and there will always be hole collapse, which leads to bulges or depressions in the formed wall, greatly increasing the construction period and seriously reducing the construction quality and efficiency of the entire foundation; moreover, after the construction of the entire foundation is completed, the removal of the concrete guide wall is time-consuming and laborious, and it is easy to cause construction waste, which is very troublesome to handle.

[0075] It should be noted that since the side wall 111 is a polygonal structure and the size of the foundation pit 21 is limited, when placing the steel reinforcement cage 3, if the steel reinforcement cage 3 is not vertically lowered, it is easy to cause the steel reinforcement cage 3 to get stuck with the foundation pit 21; especially when placing the bottom steel reinforcement cage 3, due to a lot of water or mud at the bottom layer, the buoyancy of the steel reinforcement cage 3 is uneven, making it difficult to lower, and it is very difficult to connect the upper steel reinforcement cage 3.

[0076] Furthermore, a plurality of the steel reinforcement cages 3 are sequentially connected corresponding to each other from bottom to top; the airbags 4 inside each side wall 111 inside the steel reinforcement cage 3 are sequentially connected from bottom to top, which can realize controlling the buoyancy of the steel reinforcement cage 3 through the airbag 4.

[0077] It should be noted that when the airbag 4 is arranged inside the steel reinforcement cage 3, by using an air injection device to expand the airbag 4 inside the steel reinforcement cage 3, the buoyancy of the steel reinforcement cage 3 in the mud inside the foundation pit 21 can be increased. By using an air release device to uniformly contract the airbag 4 inside the steel reinforcement cage 3, the steel reinforcement cage 3 can sink uniformly in the mud. At the same time, when connecting a plurality of steel reinforcement cages 3, by adjusting the gas volume of the airbags 4 inside different side walls 111, the shaking can be reduced, and the steel reinforcement cage 3 can be lowered uniformly.

[0078] Furthermore, the airbags 4 are fixedly connected by connecting belts from bottom to top. After the placement of the entire steel reinforcement cage 3 is completed, at this time, the gas inside the airbag 4 is released, and then the airbag 4 is pulled upward to make the airbag 4 detach from the closed structure of the steel reinforcement cage 3 to complete the recovery; it is flexible to use, convenient and fast, and more economical and practical.

[0079] Further, adjacent sheet piles 7 are respectively hooked through the hooks on both sides, facilitating connection and position adjustment, and making the construction more convenient and rapid.

[0080] Among them, the construction method of the wall foundation includes the following steps:

[0081] S1. Construction preparation: Level the site, remove sundries, and tamp it densely; at the same time, reasonably arrange the positions of the slurry pits, steel bar processing sites, construction access roads, etc., and arrange the materials and equipment required for construction.

[0082] S2. Determine the position and side lines of the foundation: Use a total station and a steel tape to determine the position and size of the excavation of the foundation pit 21 of the enclosure wall 11, and correspondingly drive sheet piles on the inner side of the foundation pit 21 to be excavated, and then drive the outer sheet piles. The sheet piles are connected in sequence to achieve the isolation and protection of the foundation pit excavation.

[0083] S3. Foundation pit excavation: The grooving machine 8 enters the site and excavates downward at the position of the foundation pit 21 of the enclosure wall 11 inside the sheet piles to make the foundation pit 21 reach the predetermined elevation.

[0084] S4. Insert the enclosure wall steel reinforcement cage; the enclosure wall steel reinforcement cage is an integral steel bar skeleton structure with the same cross-sectional shape as the enclosure wall, and the upper and lower ends of the enclosure wall steel reinforcement cage are closed structures, and an air bag 4 is provided in each hollow steel reinforcement cage body on each side corresponding to the side wall 111 of the enclosure wall steel reinforcement cage.

[0085] The crawler crane enters the site, hoists a bottom steel reinforcement cage and vertically lowers it into the foundation pit 21. At this time, the air bags 4 of the bottom steel reinforcement cage are all in an inflated state and are placed in the slurry of the foundation pit 21. Due to the buoyancy effect, the bottom steel reinforcement cage 3 is lifted upward, making the upper end of the steel reinforcement cage slightly higher than the top of the foundation pit 21. Then adjust the steel reinforcement cage and the air bag 4, and wait for the bottom steel reinforcement cage to stably float in the foundation pit 21.

[0086] Then, the crawler crane hoists another middle steel reinforcement cage above the bottom steel reinforcement cage, and fixedly connects the connecting part on the middle steel bar and the connecting part on the bottom steel bar through the sleeve 6 to achieve the up-and-down fixed connection of the two steel reinforcement cages; at the same time, the air bags 4 in each side wall 111 of the middle steel bar are respectively fixedly connected with the air bags 4 corresponding up and down on the bottom steel bar.

[0087] Finally, adjust the air bags 4 in the middle steel reinforcement cage and the bottom steel bar to make the upper end of the middle steel bar slightly higher than the top of the foundation pit 21; similarly, perform the positioning and installation of the top steel reinforcement cage to form an integral cage structure; at the same time, adjust the position of the steel reinforcement cage, axially position the steel reinforcement cage and the inner foundation 2 of the foundation pit 21 through the positioning pins, and extract the air bags 4 in the steel reinforcement cage 3.

[0088] S5. Enclosing wall concrete pouring: Through multiple conduits, high-pressure concrete slurry is respectively poured into the foundation pit 21 of the enclosing wall 11 to squeeze out the slurry in the foundation pit. During the pouring process, the depth of the concrete conduit is always kept more than 2 m. After the concrete pouring is completed, observe for about 30 minutes. If there is no change in the concrete surface, then slowly pull out the conduit. At the same time, the top of the enclosing wall 11 is reserved with steel bars for tying with the capping 12.

[0089] S6. Retrieval of sheet piles: Pull out all the inner and outer sheet piles and retrieve them for reuse. At the same time, compact the surrounding foundation 2.

[0090] S7. Setting of the extension part and the capping steel bar cage: Excavate the foundation 2 on the inner circumference of the top of the enclosing wall 11 to form a groove structure for the chamfer or the haunch structure of the dome. Then, carry out steel bar tying on the groove structure and the reserved steel bars of the enclosing wall to realize the connection of the steel bar cages of the extension part 112 and the capping 12 with the steel bar cage 3 of the enclosing wall 11 into an integral structure.

[0091] S8. Capping concrete pouring: Set support baffles on the outside of the enclosing wall 11. Through multiple conduits, pour concrete slurry into the foundation pit 21 of the enclosing wall 11 respectively to realize the pouring of the top of the enclosing wall 11, the extension part 112 and the capping 12.

[0092] S9. Completion of construction: After 3 hours of the final setting of the concrete, manually remove the excess concrete, and remove other components and equipment to complete the construction.

[0093] The wall-type foundation of the present invention has a simple process, fast and safe construction. The grooving machine 8 is used in the construction, and both the process and the equipment are mature. There is no need to customize special equipment, and it is easy to promote the construction. By setting sheet piles during the foundation pit construction, effective isolation and protection of the foundation pit can be achieved, ensuring the effective pouring of the side wall in the foundation pit, greatly shortening the construction period, and improving the construction quality and efficiency of the entire foundation. At the same time, the sheet piles are recyclable components, making the construction more convenient and fast, and more energy-saving and environmentally friendly.

[0094] The annular closed wall-type foundation of the present invention can be directly used as a retaining structure, combining permanent and temporary functions. Especially when constructing in water, there is no need to separately set up temporary facilities such as steel cofferdams, which can greatly shorten the construction period and has good economic benefits.

[0095] During the construction process of the wall-type foundation of the present invention, the overall support of the steel bar cage is lowered and installed in place as a whole, and it is formed in one pouring. The concrete is formed by pressure injection or underwater pouring through conduits, overcoming the disadvantage of the traditional foundation with dispersed stress, enhancing the stability of the structure. The steel bars of the wall-type foundation can be directly connected to the upper piers and towers, canceling the cap structure, reducing the gravity of the permanent load foundation structure system acting on the soil body, and having good mechanical properties and good economy.

[0096] In one embodiment, the capping and the top of the enclosure wall are of an integral structure; wherein the construction method of the wall foundation includes the following steps:

[0097] S1. Construction preparation: Level the site and remove sundries; at the same time, reasonably arrange the positions of the mud pits, steel bar processing sites, construction access roads, etc., and arrange the materials and equipment required for construction;

[0098] S2. Determine the foundation position and side lines: Use a total station and a steel tape to determine the position and size of the excavation of the foundation pit 21 of the enclosure wall 11, and correspondingly drive steel sheet piles inside the foundation pit 21 to be excavated, and then drive the outer steel sheet piles. The steel sheet piles are connected in sequence to isolate and protect the foundation pit excavation;

[0099] S3. Foundation pit excavation: The grooving machine 8 enters the site and excavates downward at the position of the foundation pit 21 of the enclosure wall 11 inside the steel sheet piles to make the foundation pit 21 reach the predetermined elevation;

[0100] S4. Insert the reinforcement cage of the enclosure wall; the reinforcement cage of the enclosure wall is an integral steel bar framework structure with the same cross-sectional shape as the enclosure wall, and the upper and lower ends of the reinforcement cage of the enclosure wall are of a closed structure, and an airbag 4 is provided in each hollow reinforcement cage body on each side corresponding to the side wall 111 of the reinforcement cage of the enclosure wall;

[0101] The crawler crane enters the site, hoists a bottom reinforcement cage and vertically lowers it into the foundation pit 21. At this time, the airbags 4 at the bottom of the reinforcement cage are all in an inflated state and are placed in the mud of the foundation pit 21. Due to the buoyancy effect, the bottom reinforcement cage 3 is lifted upward, so that the upper end of the reinforcement cage is slightly higher than the top of the foundation pit 21. Then adjust the reinforcement cage and the airbag 4, and wait for the bottom reinforcement cage to stably float in the foundation pit 21;

[0102] Then, hoist another middle reinforcement cage above the bottom reinforcement cage by the crawler crane, and fixedly connect the connecting part on the middle reinforcement bar with the connecting part on the bottom reinforcement bar through the sleeve 6 to realize the up-and-down fixed connection of the two reinforcement cages; at the same time, respectively fix the airbags 4 in each side wall 111 of the middle reinforcement bar with the airbags 4 corresponding up and down on the bottom reinforcement bar;

[0103] Finally, adjust the airbags 4 in the middle reinforcement cage and the bottom reinforcement cage to make the upper end of the middle reinforcement bar slightly higher than the top of the foundation pit 21; similarly, perform the positioning and installation of the top reinforcement cage to form an integral cage structure; at the same time, adjust the position of the reinforcement cage, circumferentially position the reinforcement cage and the inner foundation 2 of the foundation pit 21 through positioning pins, and extract the airbags 4 in the reinforcement cage 3;

[0104] S5. Setting of the extension part and the capping reinforcement framework: Excavate the foundation 2 inside the circumference of the top of the enclosure wall 11 to form a groove structure corresponding to the chamfer or the dome haunch structure, and then bind steel bars at the groove structure and the top of the reinforcement cage 3 to realize the connection of the reinforcement frameworks of the extension part 112 and the capping 12 into an integral structure with the reinforcement cage 3 of the enclosure wall 11;

[0105] S6. Pouring concrete: Support baffles are arranged outside the steel reinforcement cage 3; Concrete slurry is poured into the foundation pit 21 of the retaining wall 11 through multiple conduits. During the pouring process, the depth of the concrete conduit is always kept more than 2 m. After the concrete pouring is completed, observe for about 30 minutes. If there is no change in the concrete surface, then slowly pull out the conduit;

[0106] Then pour concrete into the support baffle to achieve integral pouring of the top of the retaining wall 11, the extension part 112 and the capping 12;

[0107] S7. Completing the construction: After the concrete has finally set for 3 hours, manually remove the excess concrete to complete the construction of the retaining wall 11; At the same time, pull out the outer sheet piles and support baffles, tamp the surrounding foundation 2; And remove other components and equipment to complete the construction.

[0108] In this application, by setting an integral wall foundation, the joints formed by pouring in batches are avoided, thereby avoiding various problems caused by the side wall joints. The structural performance is better, and the bearing capacity of the entire foundation structure is greatly improved.

[0109] In another embodiment, when there is a partition wall 13 inside the retaining wall 11, a construction method of a wall foundation, which is different from the above steps, is as follows:

[0110] S2. Determining the foundation position and side lines: Using a total station and a steel tape, determine the positions and dimensions of the foundation pits 21 for excavation of the retaining wall 11 and the partition wall 13, and correspondingly drive sheet piles inside the foundation pits 21 to be excavated, and then drive the outer sheet piles. The sheet piles are connected in sequence to achieve isolation and protection of the foundation pit excavation;

[0111] S3. Foundation pit excavation: The grooving machine 8 enters the site and excavates downward at the positions of the foundation pits 21 of the retaining wall 11 and the partition wall 13 inside the sheet piles to make the foundation pits 21 and the partition wall 13 reach the predetermined elevation;

[0112] S5. Inserting the steel reinforcement cage of the partition wall: The steel reinforcement cage of the retaining wall is placed into the foundation pit 21 of the partition wall 13 by a crawler crane, and the outer ends of the steel reinforcement cage of the partition wall are respectively connected to the steel reinforcement cage of the retaining wall through steel wires to form an integral structure;

[0113] S7. Pouring concrete: Support baffles are arranged outside the steel reinforcement cage 3; Concrete slurry is poured into the foundation pits 21 of the retaining wall 11 and the partition wall 13 through multiple conduits. During the pouring process, the depth of the concrete conduit is always kept more than 2 m. After the concrete pouring is completed, observe for about 30 minutes. If there is no change in the concrete surface, then slowly pull out the conduit;

[0114] Then pour concrete into the support baffle to achieve integral pouring of the top of the retaining wall 11, the extension part 112 and the capping 12;

[0115] S8. Completion of construction: After the concrete has finally set for 3 hours, manually remove the excess concrete to complete the construction of the enclosure wall 11. At the same time, pull out the outer steel sheet piles and support baffles, tamp the surrounding foundation 2, and remove other components and equipment to complete the construction.

[0116] It should be noted that the parts not elaborated in detail in the present invention belong to the well-known technologies in the art or can be directly purchased from the market. Those skilled in the art can obtain them without creative efforts. Their specific connection methods have extremely wide applications in the art or in daily life, and will not be elaborated here.

[0117] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0118] In addition, the terms "first" and "second" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include at least one of such features. In the description of the present invention, the meaning of "a plurality" is at least two, such as two, three, etc., unless otherwise specifically defined.

[0119] In the present invention, unless otherwise clearly defined and limited, the terms "installed", "connected", "connected to", "fixed", etc. should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or integrated; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and can be the internal communication of two elements or the interaction relationship between two elements, unless otherwise clearly limited. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0120] In the present invention, unless otherwise clearly defined and limited, the first feature being "on" or "under" the second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, the first feature being "above", "over" and "on top of" the second feature may mean that the first feature is directly above or obliquely above the second feature, or merely indicates that the horizontal height of the first feature is higher than that of the second feature. The first feature being "under", "below" and "beneath" the second feature may mean that the first feature is directly below or obliquely below the second feature, or merely indicates that the horizontal height of the first feature is less than that of the second feature.

[0121] In the description of this specification, the descriptions with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples", etc. mean that the specific features, structures, materials, or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms are not necessarily directed to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any one or more embodiments or examples in a suitable manner. In addition, without conflict, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of different embodiments or examples.

[0122] Although the embodiments of the present invention have been shown and described above, it can be understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those of ordinary skill in the art can make changes, modifications, substitutions, and variations to the above embodiments within the scope of the present invention.

Claims

1. Construction method of a wall - type foundation, the wall - type foundation including an integral foundation unit; the integral foundation unit including a surrounding wall and a capping; the surrounding wall including a plurality of side walls; the plurality of side walls forming an integral polygonal cylindrical foundation structure; the capping being positioned on the surrounding wall and connected to the side walls; It is characterized in that The construction method includes the following steps: S1. Construction preparation: Level the site, remove sundries, replace the soft soil in the surface layer, and tamp it densely; at the same time, make reasonable arrangements for the positions of the slurry pits, steel bar processing sites, and construction access roads, and arrange the materials and equipment required for construction; S2. Determine the foundation position and boundary: Use a total station and a steel tape to determine the position and size of the excavation of the surrounding wall foundation pit, and correspondingly drive steel sheet piles inside the foundation pit to be excavated, and then drive the outer steel sheet piles. The steel sheet piles are connected in sequence to achieve the isolation and protection of the foundation pit excavation; S3. Foundation pit excavation: The grooving machine enters the site and excavates downward at the position of the surrounding wall foundation pit inside the steel sheet piles until the foundation pit reaches the predetermined elevation; S4. Insert the surrounding wall steel cage; the surrounding wall steel cage is an integral steel bar framework structure with the same cross - section shape as the surrounding wall, and the upper and lower ends of the surrounding wall steel cage are closed - mouth structures, and there is an airbag in each hollow steel bar cage body on each side of the surrounding wall steel cage corresponding to the side wall; The crawler crane enters the site, hoists a bottom steel cage and vertically lowers it into the foundation pit. At this time, all the airbags of the bottom steel cage are in an inflated state, and it is placed into the slurry in the foundation pit. Due to the buoyancy effect, it lifts the bottom steel cage upward, making the upper end of the steel cage slightly higher than the top of the foundation pit. Then adjust the steel cage and the airbag, and wait for the bottom steel cage to stably float in the foundation pit; Then use the crawler crane to hoist another middle steel cage above the bottom steel cage, and fixedly connect the connecting part on the middle steel bar with the connecting part on the bottom steel bar through a sleeve, so as to realize the up - and - down fixed connection of the two steel cages; at the same time, fixedly connect the airbags in each side wall of the middle steel bar with the airbags corresponding to the upper and lower parts of the bottom steel bar respectively; Finally, adjust the airbags in the middle steel cage and the bottom steel bar, making the upper end of the middle steel bar slightly higher than the top of the foundation pit; similarly, carry out the positioning and installation of the top steel cage to form an integral cage structure; at the same time, adjust the position of the steel cage, axially position the steel cage and the inner - side foundation of the foundation pit through positioning pins, and extract the airbags inside the steel cage; S5. Pour concrete for the surrounding wall: High - pressure pour concrete slurry into the surrounding wall foundation pit through multiple conduits, squeeze the slurry in the foundation pit out of the foundation pit. During the pouring, always keep the depth of the concrete conduit buried more than 2m. After the concrete pouring is completed, observe for about 30 minutes. If the concrete surface does not change, slowly pull out the conduit; at the same time, reserve the steel bars for tying with the capping at the top of the surrounding wall; S6. Recovery of steel sheet piles: Pull out all the inner and outer steel sheet piles and recycle them for reuse, and at the same time tamp the surrounding foundation; S7. Setting of the extension part and the capping steel bar framework: Excavate the foundation inside the circumferential direction of the top of the surrounding wall to form a groove structure corresponding to the chamfer or the dome haunch structure, and then carry out steel bar binding on the groove structure and the reserved steel bars of the surrounding wall to realize the connection of the steel bar frameworks of the extension part and the capping with the steel cage of the surrounding wall into an integral structure; S8. Capping and pouring concrete: Set support baffles on the outer side of the enclosure wall; Pour concrete slurry into the foundation pit of the enclosure wall through multiple conduits to achieve the pouring of the top, extension part and capping of the enclosure wall; S9. Completing the construction: After the concrete has finally set for 3 hours, manually remove the excess concrete, and remove other components and equipment to complete the construction.

2. The construction method of the wall-type foundation according to claim 1, characterized in that: A single said integral foundation unit forms an integral closed support foundation structure, or multiple adjacent said integral foundation units are sequentially connected to form an integral closed support foundation structure.

3. The construction method of the wall-type foundation according to claim 1, characterized in that: The steel reinforcement cage body inside the enclosure wall is an integral cage body structure matching the shape of the enclosure wall.

4. The construction method of the wall foundation according to claim 1, characterized in that: There is also a partition wall; The partition wall is arranged in the upper part inside the enclosure wall; The outer end of the partition wall is connected to the junction of the enclosure wall.

5. The construction method of the wall foundation according to claim 4, characterized in that: The enclosure wall is a hexagonal structure, and the partition wall is provided with three side support walls; The outer ends of the side support walls are respectively connected to the junction of the enclosure wall at intervals.

6. The construction method of the wall-type foundation according to claim 1, characterized in that: There is also an extension part on the inner side of the top of the enclosure wall; The extension part abuts against the capping.

7. The construction method of the wall foundation according to claim 6, characterized in that: The extension part is provided with a chamfer or a dome haunch structure arranged circumferentially along the top of the enclosure wall.

8. The construction method of the wall foundation according to claim 1, characterized in that: The capping and the top of the enclosure wall are of an integral structure.

9. The construction method of the wall foundation according to claim 1, characterized in that: Grouting pipes are provided on both sides and at the lower end of the cavity of the enclosure wall.

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