AU2019453220A1 - Hosting method for heavy apparatus close to unsealed building - Google Patents
Hosting method for heavy apparatus close to unsealed building Download PDFInfo
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- AU2019453220A1 AU2019453220A1 AU2019453220A AU2019453220A AU2019453220A1 AU 2019453220 A1 AU2019453220 A1 AU 2019453220A1 AU 2019453220 A AU2019453220 A AU 2019453220A AU 2019453220 A AU2019453220 A AU 2019453220A AU 2019453220 A1 AU2019453220 A1 AU 2019453220A1
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- hoisting
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- building
- steel pipe
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B66—HOISTING; LIFTING; HAULING
- B66C—CRANES; LOAD-ENGAGING ELEMENTS OR DEVICES FOR CRANES, CAPSTANS, WINCHES, OR TACKLES
- B66C23/00—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes
- B66C23/18—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes specially adapted for use in particular purposes
- B66C23/26—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes specially adapted for use in particular purposes for use on building sites; constructed, e.g. with separable parts, to facilitate rapid assembly or dismantling, for operation at successively higher levels, for transport by road or rail
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B66—HOISTING; LIFTING; HAULING
- B66C—CRANES; LOAD-ENGAGING ELEMENTS OR DEVICES FOR CRANES, CAPSTANS, WINCHES, OR TACKLES
- B66C23/00—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes
- B66C23/18—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes specially adapted for use in particular purposes
- B66C23/36—Cranes comprising essentially a beam, boom, or triangular structure acting as a cantilever and mounted for translatory of swinging movements in vertical or horizontal planes or a combination of such movements, e.g. jib-cranes, derricks, tower cranes specially adapted for use in particular purposes mounted on road or rail vehicles; Manually-movable jib-cranes for use in workshops; Floating cranes
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- Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Structural Engineering (AREA)
- Transportation (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
Disclosed is a hosting method for a heavy apparatus close to an unsealed building, the method comprising the following steps: providing a first-stage hoisting apparatus at the top of the unsealed building, and providing a temporary placing platform (4) on one side of the first-stage hoisting apparatus of the unsealed building; providing backfill soil (2) on one side of the unsealed building, providing a second-stage hoisting apparatus at the top of the backfill soil (2), and arranging the temporary placing platform (4) between the first-stage hoisting apparatus and the second-stage hoisting apparatus; and using the first-stage hoisting apparatus to hoist the heavy apparatus to the temporary placing platform (4) from the interior of the unsealed building, and then hoisting the heavy apparatus needing to be hoisted to the outside of the unsealed building from the temporary placing platform (4) by means of the second-stage hoisting apparatus. The method solves the problems in the prior art that the hoisting of a heavy apparatus close to a building has high equipment requirements and many requirements, such that the hoisting of the heavy apparatus is facilitated, and the negative influence on the unsealed building is reduced.
Description
Technical Field
The present invention relates to the technical field of equipment hoisting, and particularly to a heavy equipment hoisting method close to an unclosed building.
Related Art
Heavy equipment is mostly hoisted after a main body structure of a building is completed. In rare cases, heavy equipment is hoisted at first, and then main body structures of buildings are constructed. Heavy equipment is hoisted in a foundation pit before an underground building such as a subway station is wholly closed. However, the heavy equipment such as a shield machine is relatively heavy, and in the prior art, for a construction environment that there is no foundation structure around an unclosed building (a multistage slope excavated deep foundation pit), large-scale hoisting equipment is mainly adopted for hoisting. In such case, a relatively high requirement is made to the hoisting tonnage of the hoisting equipment. However, surroundings of most subway stations are complex, no enough space can be provided for relatively large hoisting equipment, and relatively large hoisting equipment is relatively high in rental cost and there is also a lack of availability in an urban environment. Such a construction environment brings great difficulties to hoisting. Hoisting equipment is limited in hoisting radius, making it a mechanism that may not extend infinitely, and furthermore, equipment cannot be hoisted directly from a relatively deep underground building.
In addition, when heavy equipment is hoisted, it is necessary to ensure the safety of the main body structure of a building that is not wholly closed and ensure that the foundation bearing capacity of a crane in a foundation pit meets the hoisting safety requirement, and meanwhile, it is also required to consider adverse impacts of the load of the crane in the foundation pit on the building that is not wholly closed. When heavy equipment is hoisted in a foundation pit close to the building that is not wholly closed, the load of the crane in the foundation pit generates stratum lateral pressure, and the stratum lateral pressure is excessively high, so that the safety of the building that is not wholly closed is affected seriously, and disastrous consequences may even be brought.
For overcoming the shortcomings in the prior art, the present invention provides a heavy equipment hoisting method close to an unclosed building. Heavy equipment can be hoisted stage by stage, hoisting reliability is achieved, the influence on the unclosed building is slight, and the requirement on the hoisting equipment is reduced correspondingly.
A specific solution of a heavy equipment hoisting method close to an unclosed building is as follows.
A heavy equipment hoisting method close to an unclosed building includes:
arranging first-stage hoisting equipment at the top of the unclosed building, and arranging a temporary placement platform on one side of the first-stage hoisting equipment at the top of the unclosed building;
arranging a backfill soil body on one side of the unclosed building, and arranging second stage hoisting equipment at the top of the backfill soil body, the temporary placement platform is arranged between the first-stage hoisting equipment and the second-stage hoisting equipment; and
hoisting, by the first-stage hoisting equipment, heavy equipment from the interior of the unclosed building to the temporary placement platform, and then hoisting the heavy equipment required to be hoisted from the temporary placement platform to the outer side of the building through the second-stage hoisting equipment.
According to the hoisting method, heavy equipment in a building that is not completely closed (a part of the top is closed and the other part of the top is unclosed) can be hoisted. The first-stage hoisting equipment at the top of the unclosed building hoists the heavy equipment from an inner side of the unclosed building to the temporary placement platform for the second-stage hoisting equipment to hoist. In such a manner, it is unnecessary to implement hoisting through only one piece of relatively large hoisting equipment, and the requirement on the tonnage of the hoisting equipment is also reduced. Due to the arrangement of the backfill soil body, approach and departure of the hoisting equipment are facilitated, and lateral pressure of the hoisting equipment on the building is also reduced correspondingly.
Furthermore, for reducing adverse impacts of a hoisting load on the unclosed building, the first-stage hoisting equipment and the second-stage hoisting equipment have the same or close rated hoisting loads, both of the two meet the hoisting safety requirement, and locating regions thereof are different in elevation.
Furthermore, the first-stage hoisting equipment is a crawler crane, two crawlers of the crawler crane are at middle tops of two end wells of the unclosed building, and a center distance of the crawlers is consistent with a center distance of girders at the middle tops of the end wells. Therefore, a certain space is provided for the temporary placement platform, and hoisting of the first-stage hoisting equipment is also facilitated. The crawler crane can be spliced and thus mounted conveniently at the top of the building.
Furthermore, the first-stage hoisting equipment is supported at the top of the unclosed building through a steel box. Due to the arrangement of the steel box, a stress of the first stage hoisting equipment on the top of the building can be buffered and distributed uniformly.
Furthermore, a plurality of steel pipe lattice column structures are vertically arranged in the backfill soil body. The steel pipe lattice column structures are arranged as vertical stress transmission components, and a stress of the second-stage hoisting equipment on the backfill soil body is transmitted to a rock stratum at a lower portion of a foundation pit through steel pipe lattice columns, so that the lateral pressure of the hoisting equipment on the building structure in a hoisting process is avoided effectively.
Furthermore, each of the steel pipe lattice column structures includes at least one steel pipe; the steel pipe is filled with concrete; a first steel plate is arranged at the bottom of the steel pipe lattice column structure; a second steel plate is arranged at the top of the steel pipe lattice column structure; two adjacent steel pipes in each of the steel pipe lattice column structures are connected through connecting pieces, and a plurality of rows of connecting pieces are arranged between the two adjacent steel pipes. The steel pipes are filled with the concrete, and cement paste is injected between adjacent steel pipes in the steel pipe lattice column structures through sleeve valve grouting pipes, so that improvement of the stiffness and strength of the steel pipe lattice column structures is facilitated, and the reliability of vertical stress transmission is ensured.
Furthermore, the step of arranging the backfill soil body on one side of the unclosed building is as follows:
vertically arranging the steel pipes of the steel pipe lattice column structures on a bottom surface of a foundation pit, adjacent steel pipe lattice column structures are arranged at an interval of a set distance;
arranging one row of steel sheet piles on each of two sides (left and right sides) of a sidewall of the unclosed building in the foundation pit, the two rows of steel sheet piles are arranged at intervals of the set distance;
arranging steel wire ropes to connect the two rows of steel sheet piles, the steel wire ropes are arranged in a layered manner, and gradually backfilling the soil body between the two rows of steel sheet piles in a layered arrangement process of the steel wire ropes; and
when the soil body is backfilled to be consistent with the top of the steel pipe in elevation, arranging the second steel plate at the top of the steel pipe, laying a steel screen at tops of the second steel plate and the backfill soil body, pouring a concrete reinforcing layer, and simultaneously filling the steel pipe of the steel pipe lattice column with the concrete.
Furthermore, the steel wire rope is arranged by the following method:
placing I-shaped steel on the outer side of one row of the steel sheet piles, fixing an end
portion, wound on the I-shaped steel, of the steel wire rope through a buckle, and causing the steel wire rope to pass through the steel sheet pile and reach I-shaped steel on the outer side of the other row of the steel sheet piles; and
tensioning the steel wire rope through a rope tensioner, and then fixing the other end portion of the steel wire rope through a buckle.
Furthermore, after hoisting construction is completed, the steel wire rope is cut, and the steel sheet piles on two sides of the backfill soil body are recycled.
Furthermore, a height of the backfill soil body is minimum on the premise that the working requirement of the second-stage hoisting equipment is met. Therefore, reduction of the volume of the backfill soil body, reduction of the construction cost and maximal reduction of a series of adverse impacts brought by lateral pressure of the backfill soil body are facilitated.
Compared with the prior art, the present invention has the following beneficial effects.
1) According to the present invention, the heavy equipment in the unclosed building is hoisted through two stages of hoisting equipment, so that the requirement on the hoisting equipment is reduced, and the strength requirement of the hoisting equipment on a foundation structure is also reduced correspondingly. By stage-by-stage transfer, the lateral pressure of the hoisting equipment on the building is also reduced correspondingly, and the adverse impacts on the building are avoided.
2) According to the present invention, the arrangement of the backfill soil body is favorable for approach of the two stages of hoisting equipment, particularly approach and departure of the second-stage hoisting equipment. Through the second-stage hoisting equipment, the heavy equipment can be hoisted conveniently, the first-stage hoisting equipment can also be hoisted conveniently through the second-stage hoisting equipment.
3) According to the present invention, the steel sheet piles are arranged on the two sides of the backfill soil body and tensioned through the steel wire ropes to act as retaining walls for the backfill soil body, so that the stability of the backfill soil body serving as a foundation of the second-stage hoisting equipment is improved, the lateral pressure of the hoisting load on the building can be avoided, and the safety of the unclosed building is ensured.
4) According to the present invention, the steel sheet piles are arranged in the backfill soil body, so that the hoisting load can be transmitted to the bearing rock stratum at the bottom of the foundation pit, furthermore, the lateral pressure of the hoisting load on the building is avoided, and the vertical stability of the foundation structure is improved.
The accompanying drawings constituting a part of the present invention are used to provide a further understanding of the present invention. The exemplary examples of the present invention and descriptions thereof are used to explain the present invention, and do not constitute an improper limitation of the present invention.
Fig. 1 is a schematic plan view of a main body structure of a station according to an embodiment of the present invention;
Fig. 2 is a cross-sectional view of a main body structure of a station according to an embodiment of the present invention;
Fig. 3 is a schematic longitudinal-sectional view of a main body structure of a station according to an embodiment of the present invention;
Fig. 4 is a schematic sectional view of a position backfilled with a soil body according to an embodiment of the present invention;
Fig. 5 is a schematic diagram of locations of two cranes for hoisting a shield part according to an embodiment of the present invention;
Fig. 6 is a schematic arrangement diagram of monitoring points according to an embodiment of the present invention;
Fig. 7 is a schematic diagram of a horizontal plane for crane foundation treatment according to an embodiment of the present invention;
Fig. 8 is a schematic cross-sectional view of connection of a steel sheet pile and a steel wire rope according to an embodiment of the present invention;
Fig. 9 is a horizontal schematic view of connection of a steel sheet pile and a steel wire rope according to an embodiment of the present invention;
Fig. 10 is a schematic plan view of a steel pipe lattice column structure according to an embodiment of the present invention;
Fig. 11 is a schematic side view of a steel pipe lattice column structure according to an embodiment of the present invention; and
Fig. 12 is a top view of a truck crane according to an embodiment of the present invention.
In the figures: 1, concrete reinforcing layer; 2, backfill soil body; 3, truck crane; 4, temporary placement platform; 5, crawler crane; 6, main body structure of station; 7, steel sheet pile; 8, steel pipe; 9, grouting pipe; 10, steel wire rope; 11, foam brick; 12, back pressure earthwork; 13, first I-shaped steel; 14, concrete; 15, second I-shaped steel; 16, first steel plate; 17, second steel plate; 18, square box; 19, shield hoisting hole; 20, steel box; and 21, supporting leg.
It should be pointed out that the following detailed descriptions are all illustrative and are intended to provide further descriptions of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those usually understood by a person of ordinary skill in the art to which the present invention belongs.
It should be noted that the terms used herein are merely used for describing specific implementations, and are not intended to limit exemplary implementations of the present invention. As used herein, the singular form is intended to include the plural form, unless the context clearly indicates otherwise. In addition, it should further be understood that terms "comprise" and/or "include" used in this specification indicate that there are features, steps, operations, devices, components, and/or combinations thereof.
As introduced in the BACKGROUND, the prior art has shortcomings. For solving the foregoing technical problems, the present invention discloses a heavy equipment hoisting method close to an unclosed building. The present invention will further be elaborated below in combination with the accompanying drawings.
In a typical implementation mode of the present invention, as shown in Fig. 5, a heavy equipment hoisting method close to an unclosed building includes the following steps.
1) First-stage hoisting equipment is arranged at the top of the unclosed building, and a temporary placement platform is arranged on one side of the first-stage hoisting equipment on the unclosed building.
2) A backfill soil body 2 is arranged on one side of the unclosed building, and second stage hoisting equipment is arranged at the top of the backfill soil body 2, and the temporary placement platform 4 is arranged between the first-stage hoisting equipment and the second stage hoisting equipment. A height of the backfill soil body 2 is minimum on the premise that the working requirement of the second-stage hoisting equipment is met, so that reduction of the volume of the backfill soil body, reduction of the construction cost and maximal reduction of a series of adverse impacts brought by lateral pressure of the backfill soil body are facilitated.
3) Heavy equipment is hoisted, by the first-stage hoisting equipment, from the interior of the unclosed building to the temporary placement platform 4, and then the heavy equipment is hoisted from the temporary placement platform to the outer side of the building through the second-stage hoisting equipment.
The hoisting method can be applied to construction of a main subway station that is not completely closed. As shown in Fig. 1, masses of largest parts of a shield machine for a certain rail transit project are that a front shield is 130 t and a middle shield is 120 t, and the shield machine is required to be hoisted. Only about 30 m of a main body structure of a receiver of a shield arrival station is completed, and a wholly closed structure is not formed. A foundation pit is 20 m deep. The foundation pit is around a main body structure of the station, and there is no building or foundation structure for supporting.
For reducing adverse impacts of a hoisting load on the unclosed building, the first-stage hoisting equipment and the second-stage hoisting equipment have the same or close rated hoisting loads, both of the two meet the hoisting safety requirement, and locating regions thereof are different in elevation.
For ensuring that the hoisting load of the first-stage hoisting equipment is transmitted as a uniformly distributed load, the first-stage hoisting equipment at the top of the unclosed station adopts a crawler crane, two crawlers of the crawler crane are at middle tops of two end wells of the unclosed building, and a center distance of the crawlers is consistent with a center distance of girders at the middle tops of the end wells. Therefore, a certain space is provided for the temporary placement platform, and hoisting of the first-stage hoisting equipment is also facilitated. The crawler crane can be spliced and thus mounted conveniently at the top of the building, and the shortcoming that the whole hoisting equipment cannot reach the locating region in a self-walking manner is overcome.
Furthermore, the first-stage hoisting equipment is supported at the top of the unclosed building through a steel box. Due to the arrangement of the steel box, a stress of the first stage hoisting equipment on the top of the building can be buffered and distributed uniformly.
In the present embodiment, the second-stage hoisting equipment is a self-propelled wheel crane, preferably a 500 t truck crane, so that not only approach of the truck crane and a hoisting accessory required by the truck crane but also assembling of the crawler crane are facilitated. The truck crane has four supporting legs 21, and all the four supporting legs 21 are supported through square boxes 18.
The preferred 500 t truck crane also has the advantage that transmission of the four supporting legs 21 of the truck crane in the form of a concentrated load is favorable for arrangement of a stress transmission structure and avoidance of lateral pressure generated by the hoisting load.
The first-stage hoisting equipment preferably adopts a 350 t crawler crane 5, two crawlers of the crawler crane 5 are at the middle tops of the two end wells of the unclosed building, a center distance of the crawlers of the crawler crane is consistent with the center distance of the girders at the middle tops of the end wells, and the temporary placement platform 4 is arranged close to the second-stage hoisting equipment. Therefore, a certain space is provided for the temporary placement platform, and hoisting of the first-stage hoisting equipment is also facilitated. The crawler crane 5 can be spliced and thus mounted conveniently at the top of the building.
The first-stage hoisting equipment is supported at the top of the unclosed building through a steel box. Due to the arrangement of the steel box, a stress of the first-stage hoisting equipment on the top of the building can be buffered and distributed uniformly. The steel box 20, also a square box, is above the girder of the main body structure 6 of the station shown in Fig. 5.
Before the first-stage hoisting equipment is arranged, the following steps are required to be executed.
1-1) The locating region and surrounding space of the second-stage hoisting equipment are cleared, the height required to be backfilled, an excavated side slope and a back pressure range of the side slope are confirmed, and the volume of earthwork is confirmed.
1-2) Planar center distances of the four supporting legs are determined according to requirements, determined according to a shield hoisting solution, on the rotation radius of the second-stage hoisting equipment and the position of a locating space and in combination with the overall size of the second-stage hoisting equipment and the plan view size when the supporting legs fully extend, and the locating plan view size of the 500 t truck crane 3 is determined accurately according to dimension line locating of the square boxes that support the supporting legs.
1-3) An existing foundation pit platform is regulated. As shown in Fig. 4, an undisturbed ground surface and a first-stage slope platform are regulated, and a soil body is dug out to butt a reconstructed pavement and a backfilled region, so as to make it convenient to drive the truck crane in and out, and the truck crane 3 is arranged at the backfilled region in Fig. 4.
A plurality of steel pipe lattice column structures are vertically arranged in the backfill soil body 2. The steel pipe lattice column structures are arranged as vertical stress transmission components, and a stress of the second-stage hoisting equipment on the backfill soil body is transmitted to a rock stratum at a lower portion of a foundation pit through the steel pipe lattice column structures, so that the lateral pressure of the hoisting equipment on the building structure in a hoisting process is avoided effectively.
Each of the steel pipe lattice column structures includes at least one steel pipe 8; the steel pipe 8 is filled with concrete 14; a first steel plate 16 is arranged at the bottom of the steel pipe lattice column structure; a second steel plate 17 is arranged at the top of the steel pipe lattice column structure; two adjacent steel pipes 8 in each of the steel pipe lattice column structures are connected through connecting pieces, and the connecting piece is second I shaped steel 15. As shown in Fig. 10, a plurality of rows of connecting pieces are arranged between the two adjacent steel pipes 8. The steel pipes 8 are filled with the concrete, and cement paste is injected between adjacent steel pipes in the steel pipe lattice column structures through sleeve valve grouting pipes, so that improvement of the stiffness and strength of the steel pipe lattice column structures is facilitated, and the reliability of vertical stress transmission is ensured. The step that the backfill soil body is arranged on one side of the unclosed building is as follows.
2-1) A boundary of a foundation required to be reinforced is determined according to a determined locating space range of the 500 t truck crane 3, namely one row of steel sheet piles 7 are arranged on each of two sides of a sidewall of the unclosed building in the foundation pit (i.e., two sides of the foundation pit in a longitudinal direction), the two rows of steel sheet piles 7 are arranged at intervals of a set distance, and outer sides of the steel sheet piles 7 close to the sidewall of the foundation pit are backfilled with back pressure earthwork 12 properly, as shown in Fig. 7, so as to improve the stability of the outer sides of the steel sheet piles. Therefore, the earthwork is accumulated reasonably on one side of the steel sheet pile 7 to generate back pressure on the backfill soil body 4 on the inner side of the steel sheet pile.
2-2) Sandbags are arranged at a position at a distance of not smaller than 2 m from a sidewall of the main body structure 6 of the station to avoid adverse impacts of arrangement of the steel sheet piles on the structure of the station; earthwork is backfilled between the steel sheet piles and the sidewall of the main body structure of the station, and at a sidewall part, backfilled with the earthwork, of the main body of the station, after waterproof treatment (which is an existing technology and will not be elaborated) is performed and foam bricks 11 are laid according to the structure requirement of the station, the earthwork is backfilled.
2-3) A plurality of first steel plates 16 are arranged on a bottom surface of the foundation pit, the size of the first steel plate 16 is1000x1000x20 mm; three steel pipes 8 of the steel pipe lattice column structures are welded on surfaces of the first steel plates 16, and adjacent steel pipe lattice column structures are arranged at an interval of the set distance.
2-4) Adjacent steel pipes 8 in each of the steel pipe lattice column structures are welded with 20# I-shaped steel to complete manufacturing the steel pipe lattice columns; a 950 sleeve valve pipe is arranged on the outer side of each y609 steel pipe 8; a grouting pipe 9 (p50 sleeve valve pipe) is arranged at central positions of three steel pipes; the sleeve valve pipe 9 is reliably fixed and protected to prevent damages to the sleeve valve pipe during backfilling with the soil body; and the consistency between the central size of a central position of the steel pipe lattice column and the central size of the plane when the supporting legs of the 500 t truck crane fully extend is confirmed.
2-5) The soil body is backfilled in a layered manner according to the design requirement, and is compacted according to the design requirement, and a compaction degree is detected. In a layered arrangement process of the backfill soil body, steel wire ropes 10 are arranged to connect the two rows of steel sheet piles. The steel wire ropes 10 are arranged in the layered manner, as shown in Fig. 8 and Fig. 9.
2-6) The backfill soil body 2, after arranged in the layered manner, is required to be roller-compacted. In a roller-compaction process of the soil body, it is necessary to prevent the steel pipe lattice columns from being impacted and simultaneously monitor a displacement condition of the sandbags close to the main body structure 6 of the station. According to the location of the 500 t truck crane and the stress condition of the hoisting load, a position close to the main body structure 6 of the station should be compacted slightly to avoid the influence of the lateral pressure of the backfill soil body on the main body structure 6 of the station. In a range that is 1 m far away from the inner sides of the steel sheet piles on the two sides, roller-compaction should be performed according to pressure specified by the design requirement.
2-7) When the backfill soil body is arranged to reach the top of the steel pipe 8, the second steel plate 17 is arranged at the top of the steel pipe, as shown in Fig. 11, the size of the second steel plate 17 is 1000x1000x20 mm and p200 concrete pouring holes are formed in the second steel plate 17; a reinforcing mesh is laid at the second steel plate and an upper portion of the backfill soil body, a 40 cm concrete reinforcing layer is poured, and meanwhile, the steel pipe of the steel pipe lattice column is filled with the concrete and vibration compaction is performed as required.
It is to be noted that the steel sheet pile 7 includes a plurality of Larsen sheets that are fastened with one another, and the section of the Larsen sheet is U-shaped. The Larsen sheets that are fastened with one another are favorable for improving the flexural stiffness of the steel sheet pile 7. The steel wire ropes 10 are connected with the Larsen sheets on the two sides in multiple layers and multiple columns.
It is to be noted that the second steel plate 17 is in welded connection with the steel pipe 8 and the sizes of both the first steel plate 16 and the second steel plate 17 are larger than the size of the steel pipe 8 in the corresponding steel pipe lattice column structure. Each of the steel pipe lattice column structure includes three steel pipes 8, the three steel pipes 8 are arranged as three vertexes of an equilateral triangle, the three steel pipes 8 are arranged to form the equilateral triangle, and a center distance is 1.5 m. There are at least four steel pipe lattice column structures, and the four steel pipe lattice column structures are arranged as four vertexes of a rectangle to correspond to the four supporting legs of the hoisting equipment such as the truck crane 3, so that a stress of the supporting leg of the truck crane on the foundation can be transmitted downwards effectively, and a lateral force generated by the hoisting equipment can be dispersed and transmitted to a rock stratum at the bottom of the foundation pit.
In the whole hoisting process, settlement monitoring is implemented in real time, and mainly focuses on two sides of the truck crane 3, two sides of the backfill earthwork 12 and the top of the building, so that settlement of the main body structure 6 of the station can be monitored. It is also necessary to monitor vertical and horizontal displacements of a slope crest of the foundation pit. Fig. 6 is a schematic arrangement diagram of monitoring points. Initial values of the monitoring points are obtained before hoisting, and monitoring is implemented in real time in the hoisting process to ensure the hoisting safety.
The concrete reinforcing layer 1, after poured, is maintained according to the technical requirement. When the strength is not lower than 50% of the design requirement, static pressure grouting is performed through the pre-buried sleeve valve grouting pipes, so as to improve the compaction degree of the soil body between the steel pipe lattice columns, and the grouting pressure should not be higher than 4 bar.
After the concrete reinforcing layer 1 reaches design strength, shield equipment hoisting is started. The 500 t truck crane enters the site and is located according to the locating requirement, a counterweight is mounted, and a lifting appliance and a lock are checked to complete acceptance inspection. According to the requirement of the design solution, the 350 t crawler crane enters the site, parts thereof are hoisted to the top of the station for assembling through the 500 t truck crane, a counterweight is mounted, and a lifting appliance and a lock are checked to complete acceptance inspection. A hoisting operation is started according to the requirement of a hoisting solution, the 350 t crawler crane 5 hoists out and turns over a part of the shield machine from a shield hoisting hole 19 and places the part on the temporary placement platform 4, and the 500 t truck crane 3 secondarily hoists the shield part to hoist the part from a top plate of the station and rotates a main arm of the crane to place the shield part on a transfer flatbed trailer to complete the hoisting operation. The steps are repeated to complete all hoisting operations.
The steel wire rope 10 is arranged by the following method.
2-5-1) First I-shaped steel 13 is placed on the outer side of one row of the steel sheet piles, the steel wire rope 10 is wound around the I-shaped steel and fixed through a buckle, and the steel wire rope 10 passes through the steel sheet pile 7 and reaches I-shaped steel on the outer side of the other row of the steel sheet piles.
2-5-2) The steel wire rope 10 is tensioned through a rope tensioner, and then the other end portion of the steel wire rope is fixed through a buckle.
In addition, it is to be noted that, after the hoisting operation is completed, the steel wire rope is cut and the steel sheet piles on the two sides of the backfill soil body are recycled.
According to the hoisting method provided in the present embodiment, heavy equipment in a building that is not completely closed can be hoisted. The first-stage hoisting equipment hoists the heavy equipment from the inner side of the unclosed building to the temporary placement platform for the second-stage hoisting equipment to hoist. In such a manner, it is unnecessary to implement hoisting through only one piece of relatively large hoisting equipment, and the requirement on the tonnage of the hoisting equipment is also reduced. Due to the arrangement of the backfill soil body, approach and departure of the hoisting equipment are facilitated. Due to the arrangement of the steel pipe lattice column structures, the hoisting load of the second-stage hoisting equipment is transmitted to the rock stratum at the bottom of the foundation pit, so that the adverse impact of the lateral pressure generated by the hoisting equipment and the hoisting load on the building are avoided.
The foregoing descriptions are merely preferred embodiments of the present invention, but are not intended to limit the present invention. A person skilled in the art may make various alterations and variations to the present invention. Any modification, equivalent replacement, or improvement made and the like within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (10)
1. A heavy equipment hoisting method close to an unclosed building, comprising:
arranging first-stage hoisting equipment at the top of the unclosed building, and arranging a temporary placement platform on one side of the first-stage hoisting equipment at the top of the unclosed building;
arranging a backfill soil body on one side of the unclosed building, and arranging second-stage hoisting equipment at the top of the backfill soil body, the temporary placement platform being arranged between the first-stage hoisting equipment and the second-stage hoisting equipment; and
hoisting, by the first-stage hoisting equipment, heavy equipment from the interior of the unclosed building to the temporary placement platform, and then hoisting the heavy equipment required to be hoisted from the temporary placement platform to the outer side of the building through the second-stage hoisting equipment.
2. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein the first-stage hoisting equipment and the second-stage hoisting equipment have the same or close rated hoisting loads, both of the two meet the hoisting safety requirement, and locating regions thereof are different in elevation.
3. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein the first-stage hoisting equipment is a crawler crane, and two crawlers of the crawler crane are at middle tops of two end wells of the unclosed building.
4. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein the first-stage hoisting equipment is supported at the top of the unclosed building through a steel box.
5. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein a plurality of steel pipe lattice column structures are vertically arranged in the backfill soil body.
6. The heavy equipment hoisting method close to the unclosed building according to claim 5, wherein each of the steel pipe lattice column structures comprises at least one steel pipe, the steel pipe is filled with concrete, a first steel plate is arranged at the bottom of the steel pipe lattice column structure, a second steel plate is arranged at the top of the steel pipe lattice column structure, two adjacent steel pipes in each of the steel pipe lattice column structures are connected through connecting pieces, and a plurality of rows of connecting pieces are arranged between the two adjacent steel pipes.
7. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein the step of arranging the backfill soil body on one side of the unclosed building is as follows:
vertically arranging the steel pipes of the steel pipe lattice column structures on a bottom surface of a foundation pit, adjacent steel pipe lattice column structures being arranged at an interval of a set distance;
arranging one row of steel sheet piles on each of two sides of a sidewall of the unclosed building in the foundation pit, the two rows of steel sheet piles being arranged at intervals of the set distance;
arranging steel wire ropes to connect the two rows of steel sheet piles, the steel wire ropes being arranged in a layered manner, and gradually backfilling the soil body between the two rows of steel sheet piles in a layered arrangement process of the steel wire ropes; and
when the soil body is backfilled to be consistent with the top of the steel pipe in elevation, arranging the second steel plate at the top of the steel pipe, laying a steel screen at tops of the second steel plate and the backfill soil body, pouring a concrete reinforcing layer, and simultaneously filling the steel pipe of the steel pipe lattice column with the concrete.
8. The heavy equipment hoisting method close to the unclosed building according to claim 7, wherein the steel wire rope is arranged by the following method:
placing I-shaped steel on the outer side of one row of the steel sheet piles, fixing an end portion, wound on the I-shaped steel, of the steel wire rope through a buckle, and causing the steel wire rope to pass through the steel sheet piles and reach I-shaped steel on the outer side of the other row of the steel sheet piles; and tensioning the steel wire rope through a rope tensioner, and then fixing the other end portion of the steel wire rope through a buckle.
9. The heavy equipment hoisting method close to the unclosed building according to claim 7, wherein after hoisting construction is completed, the steel wire rope is cut, and the steel sheet piles on two sides of the backfill soil body are recycled.
10. The heavy equipment hoisting method close to the unclosed building according to claim 1, wherein the height of the backfill soil body is minimum on the premise that the working requirement of the second-stage hoisting equipment is met.
FIG. 1
FIG. 2
FIG. 3
FIG. 4
FIG. 5
FIG. 6
FIG. 7
FIG. 8 FIG. 9
FIG. 10
FIG. 11
FIG. 12
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910585294.1A CN110329925B (en) | 2019-07-01 | 2019-07-01 | Heavy equipment hoisting method for neighboring unsealed building |
| CN201910585294.1 | 2019-07-01 | ||
| PCT/CN2019/110663 WO2021000443A1 (en) | 2019-07-01 | 2019-10-11 | Hosting method for heavy apparatus close to unsealed building |
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| Publication Number | Publication Date |
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| AU2019453220A1 true AU2019453220A1 (en) | 2021-09-09 |
| AU2019453220B2 AU2019453220B2 (en) | 2023-02-02 |
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| AU2019453220A Active AU2019453220B2 (en) | 2019-07-01 | 2019-10-11 | Hosting method for heavy apparatus close to unsealed building |
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| Country | Link |
|---|---|
| CN (1) | CN110329925B (en) |
| AU (1) | AU2019453220B2 (en) |
| WO (1) | WO2021000443A1 (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE2931421C2 (en) * | 1979-08-02 | 1981-11-26 | Reich Maschinen GmbH, 7911 Nersingen | Jib tower crane with extendable trolley jib |
| JP2000257266A (en) * | 1999-03-05 | 2000-09-19 | Taisei Corp | Building skeleton constructing method |
| CN101363224A (en) * | 2008-09-05 | 2009-02-11 | 上海隧道工程股份有限公司 | Movable foundation pit support system and construction method |
| CN105967075A (en) * | 2016-05-30 | 2016-09-28 | 中建五局第三建设有限公司 | Construction method of vertical transportation system at hundred-meter deep mining pit large-drop steep cliff |
| US10202734B2 (en) * | 2016-12-21 | 2019-02-12 | John Rene Spronken | Prefabricated resuable concrete pedestal element |
| CN108978644B (en) * | 2018-07-28 | 2020-09-29 | 江苏地基工程有限公司 | Energy-saving and environment-friendly construction method for cast-in-situ bored pile |
| CN109534189A (en) * | 2018-11-14 | 2019-03-29 | 中建局集团第建筑有限公司 | A kind of assembled general frame cast-in-place core wall structure lifting construction method |
| CN109723062A (en) * | 2019-01-18 | 2019-05-07 | 济南轨道交通集团有限公司 | Heave-load device hanging apparatus and hanging method based on proximity deep foundation pit construction environment |
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2019
- 2019-07-01 CN CN201910585294.1A patent/CN110329925B/en active Active
- 2019-10-11 AU AU2019453220A patent/AU2019453220B2/en active Active
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| CN110329925B (en) | 2020-07-24 |
| CN110329925A (en) | 2019-10-15 |
| AU2019453220B2 (en) | 2023-02-02 |
| WO2021000443A1 (en) | 2021-01-07 |
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