WO2021000444A1 - 近接未封闭建筑物的重型设备吊装的地基加固结构及方法 - Google Patents

近接未封闭建筑物的重型设备吊装的地基加固结构及方法 Download PDF

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Publication number
WO2021000444A1
WO2021000444A1 PCT/CN2019/110664 CN2019110664W WO2021000444A1 WO 2021000444 A1 WO2021000444 A1 WO 2021000444A1 CN 2019110664 W CN2019110664 W CN 2019110664W WO 2021000444 A1 WO2021000444 A1 WO 2021000444A1
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Prior art keywords
steel
steel pipe
lattice column
steel sheet
rows
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PCT/CN2019/110664
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English (en)
French (fr)
Inventor
王永军
孙连勇
丁琦
温法庆
王启民
赵亚杰
朱志强
王忠仁
Original Assignee
济南轨道交通集团有限公司
中铁十八局集团有限公司
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Priority to AU2019452705A priority Critical patent/AU2019452705B2/en
Publication of WO2021000444A1 publication Critical patent/WO2021000444A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/02—Sheet piles or sheet pile bulkheads
    • E02D5/03—Prefabricated parts, e.g. composite sheet piles
    • E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/02—Sheet piles or sheet pile bulkheads
    • E02D5/03—Prefabricated parts, e.g. composite sheet piles
    • E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
    • E02D5/08—Locking forms; Edge joints; Pile crossings; Branch pieces

Definitions

  • the invention relates to the technical field of equipment hoisting, in particular to a foundation reinforcement structure and method for heavy equipment hoisting close to unclosed buildings.
  • the heavy-duty equipment hoisting close to the main structure of the building is mostly carried out after the construction of the main structure of the building is completed.
  • the main structure of the building is affected by various factors before the overall closed structure is formed, such as subway station construction.
  • the shield machine has a large mass, and the equipment needs to be hoisted from the receiving end of the shield.
  • the deep foundation pit excavated by the slope has not been backfilled, and the surrounding sides of the unclosed building are all deep foundations that have not been backfilled.
  • the pit that is, there is no reinforced foundation around the main body of the building, and the lifting equipment is directly installed through the backfill.
  • the lifting equipment is During the hoisting process, the backfilling of the soil will generate a certain amount of lateral pressure on the uncompleted building. The lateral pressure will adversely affect the unclosed building, may cause the building to crack, and even affect the uncompleted building body The service life of the structure will cause catastrophic consequences in severe cases.
  • the present invention provides a foundation reinforcement structure for heavy equipment hoisting close to unclosed buildings.
  • Temporary retaining walls can be set around the backfill soil to improve the stability of the backfill soil and pass steel pipe columns.
  • a force-transmitting component is formed to transfer the stress of the crane on the backfilled soil to the underground rock layer to reduce the adverse effect of the lateral pressure of the formation caused by the hoisting load on the main structure of the unclosed station.
  • the concrete plan of the foundation reinforcement structure for heavy equipment hoisting close to unenclosed buildings is as follows:
  • the foundation reinforcement structure for heavy equipment hoisting close to unenclosed buildings including:
  • the vertical steel sheet piles are divided into two rows, and the two rows of steel sheet piles are respectively set on the left and right sides of the side wall of the unclosed building in the foundation pit;
  • the first connecting piece, the two rows of steel sheet piles are connected by the first connecting piece, and the first connecting piece is layered and provided with several layers;
  • steel pipe lattice column structures are arranged between the two rows of steel sheet piles, and the steel pipe lattice column structures are also vertically arranged for vertical force transmission;
  • the backfill soil is layered between two rows of steel sheet piles, and the height of the backfill soil is lower than the top of the steel pipe lattice column structure.
  • the above-mentioned foundation reinforcement structure constitutes a reliable reinforced foundation as a whole.
  • the first connecting piece is reliably connected, so that a temporary retaining wall is formed in the direction of the longitudinal foundation pit and the side wall of the building. , which effectively improves the stress stability of the backfilled soil.
  • the steel lattice column can be used as a force transmission member to transfer the stress of the backfilled soil by the lifting equipment on the top of the backfill, such as a crane. To the rock layer below the foundation pit, thereby effectively avoiding the lateral pressure generated by the lifting equipment on the unclosed building structure during the hoisting process.
  • the bottoms of the steel sheet piles in each row are inserted into the soil at the bottom of the foundation pit, which can effectively facilitate the installation of the first connector and at the same time help to improve the force stability of the steel sheet piles.
  • the steel sheet pile includes a plurality of Lassen plates that are fastened with each other.
  • the cross-section of the Larsen plates is U-shaped, and the fastened Lassen plates are beneficial to improve the bending rigidity of the steel sheet pile.
  • the first connecting member is a steel wire rope
  • the two ends of the steel wire rope are respectively connected with the first I-beam arranged outside the steel sheet pile, and the number of layers of the steel wire rope is the same as that of the first I-beam
  • the Larsen plate is provided with openings for the wire rope to pass through.
  • the first I-beam is arranged to facilitate the fixing of both ends of the wire rope and improve the stability of the Larsen plate.
  • the board is vertical.
  • each of the steel tube lattice column structure includes at least one steel tube, and the steel tube is filled with concrete to improve the strength of the steel tube lattice column.
  • the bottom of the steel tube lattice column structure is provided with a first steel plate, and the first steel plate Supported by the bottom surface of the foundation pit, a second steel plate is arranged on the top of the steel pipe lattice column structure, and two adjacent steel pipes in each steel pipe lattice column structure are connected by a second connector.
  • the second connecting piece is a second I-beam, and multiple rows of second connecting pieces are arranged between two adjacent steel pipes.
  • the second I-beam is arranged horizontally and perpendicular to the installation direction of the steel pipe.
  • the second steel plate is welded and connected to the steel pipe.
  • the first steel plate is welded to the bottom end of the steel pipe, and the sizes of the first steel plate and the second steel plate are larger than the corresponding steel pipes.
  • the size of the steel pipe in the lattice column structure, and the second steel plate is reserved for concrete pouring holes.
  • the steel pipe lattice column structure at each location includes three steel pipes.
  • the three steel pipes form three points of an equilateral triangle, which is beneficial to improve the stability of the steel pipe lattice column structure.
  • the grouting pipe is a sleeve valve pipe whose length meets the requirements of grouting.
  • the center position of the three steel pipes is consistent with the center position of the outrigger of a crane such as a car.
  • the steel pipe lattice column structure includes at least four, and the four steel pipe lattice column structures form four rectangular points to be arranged, and the center positions of the four steel pipe lattice column structures are consistent with the center positions of the fully extended legs of the automobile crane , Can effectively transfer the stress of the car crane foot to the foundation downward, and distribute the lateral force generated by the lifting equipment to the rock layer at the bottom of the foundation pit.
  • a concrete reinforcement layer is provided on the top of the backfilled soil body and the steel tube lattice column structure.
  • the concrete reinforcement layer includes a steel mesh.
  • the middle and lower steel mesh of the steel mesh is attached to the second steel plate to facilitate the arrangement of the concrete reinforcement layer and
  • the steel pipe lattice column structure is connected as a whole, and a square box supporting the legs of the automobile crane is placed on the surface of the concrete reinforcement layer corresponding to the second steel plate.
  • the present invention also provides a reinforcement method for a foundation reinforcement structure for heavy equipment hoisting close to an unenclosed building (partially closed at the top, partly closed at the top), including the following:
  • the two rows of steel sheet piles are connected by arranging the first connecting pieces, and the first connecting pieces are arranged in layers. During the layered arrangement of the first connecting pieces, soil is gradually backfilled between the two rows of steel sheet piles;
  • a second steel plate is installed on the top of the steel pipe, and the elevation after the soil is backfilled and rolled to the specified degree of compaction is the same as the second steel plate.
  • the above-mentioned reinforcement method for the foundation reinforcement structure for heavy equipment hoisting close to the unenclosed building can set a stable foundation reinforcement structure, which not only ensures the safety of the unenclosed building, but also avoids the lifting equipment site area that may be caused by the foundation pit. Lifting safety risk caused by backfill quality.
  • the present invention can fully improve the stability of the foundation reinforcement structure through the overall foundation reinforcement structure, effectively avoid the lifting safety risk that may be caused by the backfill quality of the foundation pit in the lifting equipment station area, and the force transmission of the foundation reinforcement structure
  • the method can avoid the lateral pressure of the lifting load on the building and ensure the safety of the unclosed building.
  • the present invention not only constitutes the lateral retaining wall of the backfilled soil, but also improves the strength and stability of the backfilled soil in the transverse direction.
  • the present invention can transmit the lifting load to the supporting rock layer at the bottom of the foundation pit as a vertical force transmission structure, thereby avoiding the lateral pressure of the lifting load on the building and improving the foundation structure Vertical stability.
  • Fig. 1 is a schematic cross-sectional view of the current status of the station and foundation pit in the embodiment of the present invention
  • Figure 2 is a schematic cross-sectional schematic diagram of foundation treatment of a crane in an embodiment of the present invention
  • Fig. 3 is a schematic diagram of the horizontal plane of foundation treatment of the crane in the embodiment of the present invention.
  • Figure 4 is a schematic cross-sectional view of a retaining wall in an embodiment of the present invention.
  • Figure 5 is a horizontal schematic diagram of the retaining wall in the embodiment of the present invention.
  • Figure 6 is a schematic plan view of the steel pipe lattice column structure in the embodiment of the present invention.
  • Figure 7 is a schematic side view of the steel pipe lattice column structure in the embodiment of the present invention.
  • Figure 8 is a top view of the hoist in the embodiment of the present invention.
  • the present invention proposes a foundation reinforcement structure for lifting heavy equipment close to an unenclosed building.
  • the following is a further development of the present invention with reference to the drawings. Elaboration.
  • the maximum mass of a shield machine for a rail transit project is 130t for the front shield and 120t for the middle shield, which needs to be hoisted.
  • the main structure of the receiving end of the shield receiving station is only It is about 30m completed without forming a closed overall structure.
  • the depth of the foundation pit is 20m.
  • the station foundation pit is a three-level grading excavation.
  • the second-level grading platform is 1m higher than the top of the second floor of the station, and the height of the first floor of the station is 8.5m.
  • the design cover thickness of the station roof is 4m, and the surrounding side of the station is a foundation pit. It is impossible to hoist the shield machine components according to the conventional hoisting method.
  • a 350t crawler crane 5 is installed on the top of the station.
  • the crawler crane 5 hoists the shield equipment to the temporary storage platform 4 on the side of the crawler crane, and then is installed on the side of the station.
  • a crane such as a 500t truck crane 3 is used for hoisting.
  • the truck crane station requires a certain level of space, otherwise the truck cannot get in and out and hoist operations in the foundation pit. Therefore, this embodiment proposes foundation reinforcement for heavy equipment hoisting close to unenclosed buildings Structure:
  • the structure includes vertical steel sheet piles 7, which are divided into two rows.
  • the two rows of steel sheet piles 7 are respectively arranged on the left and right sides of the side walls of the unclosed station end in the foundation pit; the first connecting piece, two rows of steel sheet piles 7 They are connected by a first connecting piece, and the first connecting piece is layered and provided with several layers; a number of steel pipe lattice column structures arranged between two rows of steel sheet piles 7 are also vertically arranged to Perform vertical force transmission; backfill soil 2 is layered between two rows of steel sheet piles 7, and the height of backfill soil 2 is lower than the top of the steel pipe lattice column structure.
  • each row of steel sheet piles 7 is inserted into the soil at the bottom of the foundation pit, and sand bags are placed at a position not less than 2m near the side wall of the main structure of the station 6 to avoid the disadvantages of the steel sheet pile installation on the station structure Influence, the earthwork is backfilled between the steel sheet pile and the side wall of the main structure of the station.
  • the side wall of the main body of the station where the earthwork is backfilled shall be waterproofed according to the requirements of the station structure, and the earthwork shall be backfilled after laying foam bricks 11;
  • the steel sheet pile 7 includes a number of interlocking Larsen
  • the Larsen plate has a U-shaped cross-section, and the interlocking Larsen plates are beneficial to improve the bending rigidity of the steel sheet pile 7.
  • the first connecting member is divided into multiple layers and multiple rows to connect the Larsen plates on both sides.
  • the counter-pressure earthwork 12 is arranged on one side or the outer side of the steel sheet pile on both sides, which is beneficial to improve the stability of the steel sheet pile.
  • the first connecting member is a steel wire rope 10. As shown in Figs. 4 and 5, both ends of the steel wire rope 10 are respectively connected to the first I-beam 13 arranged on the outside of the steel sheet pile 7. The number of layers of the steel 13 is the same.
  • the Larsen plate is provided with openings for the wire rope to pass through.
  • the arrangement of the first I-beam 13 facilitates the fixing of both ends of the steel wire 10.
  • the first I-beam is arranged horizontally and perpendicularly to the wire rope. For the forest board, both ends of the steel wire rope 10 are fixed by rope clamps.
  • one end of the steel wire rope 10 and the first I-beam 13 are connected and fixed by a rope clamp, and the other end of the steel wire rope is passed around the first I-beam 13 and then tightened with a rope tensioner. Then fix it with a rope clamp.
  • the steel pipe lattice column structure at each location includes at least one steel pipe 8, and the steel pipe 8 is filled with concrete to improve the strength of the steel pipe lattice column.
  • the steel pipe lattice column structure is provided with a first steel plate 16 at the bottom.
  • the first steel plate 16 is supported by the bottom surface of the foundation pit, a second steel plate 17 is arranged on the top of the steel pipe lattice column structure, and two adjacent steel pipes 8 in each steel pipe lattice column structure are connected by a second connector.
  • the second connecting piece is a second I-beam 15, and multiple rows of second connecting pieces are arranged between two adjacent steel pipes.
  • the second I-beam 15 is arranged horizontally and perpendicular to the installation direction of the steel pipe 8.
  • a concrete reinforcement layer 1 is provided on the top of the steel tubular lattice column structure and the backfilled soil.
  • the concrete reinforcement layer 1 forms an organic unity with the second steel plate 17 and the steel tubular lattice column structure. It further improves the strength of the foundation reinforcement structure, and plays the role of transferring the lifting load to the bottom of the foundation pit.
  • the first steel plate 16 is a 1000 ⁇ 1000 ⁇ 20mm thick steel plate
  • the second steel plate 17 is a 1000 ⁇ 1000 ⁇ 20mm thick steel plate
  • the second steel plate 17 has a ⁇ 200mm concrete pouring hole reserved in the center
  • the height of the steel pipe is consistent with the height of the backfilled soil.
  • the upper part of the reinforcement layer is provided with a square box 18 at the corresponding position of the lattice steel pipe column to facilitate the even transmission of the lifting load.
  • 3 steel pipes 8 are reliably welded with 20 I-beam to form a steel pipe lattice column; there are no less than 4 ⁇ 50 sleeve valve grouting pipes embedded in the 8 steel pipes, and the concrete reinforcement layer is poured into the steel pipe 8 through the pouring hole After the strength of the concrete and the concrete reinforcement layer reaches 50% or more, the sleeve valve pipe static pressure grouting is carried out to further improve the compactness of the soil between the steel pipes.
  • each steel pipe lattice column structure includes three steel pipes 8. As shown in Figures 6 and 7, the three steel pipes 8 form three points of an equilateral triangle. The three steel pipes 8 are arranged in an equilateral triangle. 1.5m.
  • the steel pipe lattice column structure includes at least four places, and the four steel pipe lattice column structures form four rectangular points to be arranged, so as to be consistent with the center position of the four outriggers of lifting equipment such as car cranes, which can effectively lift the car
  • the supporting feet transfer the stress of the foundation downwards, and transfer the lifting load generated by the lifting equipment downwards to the bearing layer at the bottom of the foundation pit.
  • the above-mentioned foundation reinforcement structure constitutes a reinforced foundation as a whole with stable strength.
  • the first connecting piece Through the installation of two rows of steel sheet piles, they are reliably connected by the first connecting piece, so that two temporary retaining walls are installed in the longitudinal direction of the foundation pit.
  • the retaining wall, the side wall of the building, and the slope of the foundation pit constitute a closed space.
  • the soil is backfilled in this space, which effectively improves the stability of the backfilled soil.
  • the arrangement of the steel pipe lattice column can be used as a force transmission member to
  • the stress of the lifting equipment on the top of the backfill, such as a crane, on the backfill is transmitted to the rock layer under the foundation pit through the steel pipe lattice column, thus effectively avoiding the lateral pressure of the lifting equipment on the building structure during the hoisting process .
  • the present invention also provides a reinforcement method for a foundation reinforcement structure for heavy equipment hoisting close to an unenclosed building, including the following contents:
  • the anti-pressure earthwork 12 shall be properly backfilled outside the steel sheet pile to improve the stability of the soil outside the steel sheet pile.
  • the "back pressure earthwork 12" area which is the north side area of the steel sheet pile construction site, is backfilled with part of the soil to further increase the force of the steel sheet pile stability.
  • the inner side of the steel pipe lattice column is backfilled in layers, compacted and tested according to the design requirements. After the first layer of backfilled soil meets the requirements, the steel sheet piles are placed outside according to the design requirements.
  • the first I-beam and the first I-beam on both sides are connected with a ⁇ 20 steel wire rope. Use a buckle to fix the first I-beam on one end to the steel wire rope. After the other end of the steel wire rope is worn, use a rope tightener to tighten the wire rope before using the card. Buckle fixed.
  • step 8 the soil is backfilled, rolled, and the steel wire rope 10 is placed according to the design elevation.
  • the height of the backfilled soil body 2 can be 4m, and the compaction degree of the soil body shall be checked again after the backfilling is completed.
  • soil compaction it is necessary to prevent the steel pipe lattice column from being hit, and at the same time monitor the displacement of the sandbags at 6 locations close to the main structure of the station.
  • each steel pipe 8 of the steel pipe lattice column is welded with a second steel plate of 1000 ⁇ 1000 ⁇ 20mm, and a ⁇ 200mm concrete pouring hole is reserved in the center of the steel plate.
  • the second steel plate is the same height as the backfilled soil;
  • the area of the station is to tie the steel bars above the backfilled soil.
  • the steel bar on the upper part of the steel tubular lattice column is located on the upper part of the second steel plate.
  • the reserved sleeve valve pipe should be protected from damage during the steel bar binding; the concrete reinforcement layer 1 shall be constructed after the steel bars are tied outside. At the same time, pour concrete into the steel tube 8 and ensure good vibrating.
  • the concrete reinforcement layer 1 and the steel tube lattice column form an integral force transmission structure, so that the lifting load of the 500t truck crane passes through the crane legs, square boxes and concrete reinforcement layer , The steel pipe lattice column is transmitted to the mudstone bearing layer under the foundation pit.
  • the shield equipment hoisting construction begins.
  • the 500t truck crane enters the site, installs counterweights, inspects spreaders and locks according to the site requirements, completes the acceptance work, and hoists the corresponding equipment through the truck crane.

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Abstract

本发明公开了近接未封闭建筑物的重型设备吊装的地基加固结构及方法，它解决了现有技术中吊机吊装对未封闭建筑物能产生侧向土压力的问题，具有能将吊机吊装荷载进行有效传递，能规避重型设备吊装荷载对近接未封闭建筑物产生不利影响的有益效果，其方案如下：近接未封闭建筑物的重型设备吊装的地基加固结构，包括竖向设置的钢板桩，分为两排，两排钢板桩分别设于基坑内未封闭建筑物侧壁的左右两侧；第一连接件，两排钢板桩之间通过第一连接件进行连接，且第一连接件分层并设有若干层；设于两排钢板桩之间的若干钢管格构柱结构，钢管格构柱结构同样竖向设置以进行竖向传力；回填土体，分层填设于两排钢板桩及钢管格构柱之间。

Description

近接未封闭建筑物的重型设备吊装的地基加固结构及方法 技术领域
本发明涉及设备吊装技术领域，特别是涉及近接未封闭建筑物的重型设备吊装的地基加固结构及方法。
背景技术
近接建筑物主体结构的重载设备吊装多在建筑物主体结构施工完成后进行，在交叉施工的复杂环境中，受多种因素影响建筑物主体结构未形成整体封闭结构前，如地铁车站建设工程中，盾构机质量大，需要从盾构接收端将设备吊装出来，在这种情况下，放坡开挖的深基坑尚未回填，未封闭的建筑物周侧皆为未回填的深基坑，即建筑物主体的周侧不存在加固地基，而通过回填土直接设置起重设备，一方便回填土体的质量若存在问题，直接增加了吊装安全风险，另一方面，起重设备在吊装过程中通过回填土体对尚未施工完成的建筑物产生一定的侧压力，侧压力会对未封闭建筑物产生不利影响，可能会造成建筑物产生裂缝，甚至会影响到尚未建设完成的建筑主体结构的使用寿命，严重时会造成灾难性后果。
发明内容
为了克服现有技术的不足，本发明提供了近接未封闭建筑物的重型设备吊装的地基加固结构，能够在回填土周侧设置临时挡土墙，提高回填土体的稳定性，并通过钢管柱形成传力构件，将吊机对回填土体的应力传递至地下岩层，以降低吊装荷载产生的地层侧压力对未封闭车站主体结构的不利影响。
近接未封闭建筑物的重型设备吊装的地基加固结构的具体方案如下：
近接未封闭建筑物的重型设备吊装的地基加固结构，包括：
竖向设置的钢板桩，分为两排，两排钢板桩分别设于基坑内未封闭建筑物侧壁的左右两侧；
第一连接件，两排钢板桩之间通过第一连接件进行连接，且第一连接件分层并设有若干层；
设于两排钢板桩之间的若干钢管格构柱结构，钢管格构柱结构同样竖向设置以进行竖向传力；
回填土体，分层填设于两排钢板桩之间，回填土体的高度低于钢管格构柱结 构的顶部设置。
上述的地基加固结构，整体构成一个可靠的加固型的地基，通过两排钢板桩的设置，由第一连接件可靠连接，这样在纵向基坑方向与建筑物侧壁处构成了临时挡土墙，有效提高了回填土体的受力稳定性，钢管格构柱的设置，能够作为传力构件，将回填土顶部设置的起重设备如吊机对回填土的应力，通过钢管格构柱传递至基坑下部的岩层，从而有效避免了起重设备在吊装过程中对未封闭建筑物结构产生的侧向压力。
进一步地，为了方便钢板桩的设置，每一排的所述钢板桩底部插入基坑底部土体内，能够有效方便第一连接件的设置，同时有利于提高钢板桩的受力稳定性。
进一步地，所述钢板桩包括若干相互扣合的拉森板，拉森板断面为U型，相互扣合的拉森板有利于提高钢板桩的抗弯刚度。
进一步地，所述第一连接件为钢丝绳，钢丝绳的两端分别与设于所述钢板桩外侧的第一工字钢进行连接，钢丝绳的设置层数与第一工字钢的设置层数相同，拉森板设有开孔便于钢丝绳穿过，通过第一工字钢的设置，方便钢丝绳两端固定，并提高拉森板受力的稳定性，第一工字钢横向设置并与拉森板垂直。
进一步地，每一处的所述钢管格构柱结构均包括至少一根钢管，钢管内填充有混凝土，从而提高钢管格构柱的强度，钢管格构柱结构底部设置第一钢板，第一钢板通过基坑底面支撑，钢管格构柱结构顶部设置第二钢板，且每一处钢管格构柱结构中相邻的两根钢管通过第二连接件连接。
进一步地，第二连接件为第二工字钢，相邻的两根钢管之间设有多排第二连接件，第二工字钢横向设置，与钢管的设置方向相互垂直。
进一步地，为了进一步提高第二钢板的设置可靠性，所述第二钢板与钢管焊接连接，同样，第一钢板与钢管的底端焊接，且第一钢板和第二钢板的尺寸均大于相应钢管格构柱结构中钢管的尺寸，且第二钢板预留有混凝土浇筑孔。
进一步地，每一处的所述钢管格构柱结构均包括三根钢管，三根钢管构成等边三角形的三个点进行设置，有利于提高钢管格构柱结构的稳定性，钢管间设有注浆管，注浆管为袖阀管，其长度满足注浆要求，三根钢管的中心位置与吊机如汽车吊支腿的中心位置一致。
进一步地，所述钢管格构柱结构包括至少四处，四处钢管格构柱结构构成矩 形的四个点进行设置，四处钢管格构柱结构的中心位置与汽车吊支腿全伸出的中心位置一致，能够有效将汽车吊支脚对地基的应力进行向下传递，将起重设备产生的侧向力进行分散传递到基坑底部岩层。
进一步地，在所述回填土体与所述钢管格构柱结构的顶部设置混凝土加固层，混凝土加固层包括钢筋网，钢筋网中下层钢筋网贴于第二钢板设置有利于将混凝土加固层与钢管格构柱结构连接为一体，在第二钢板对应的混凝土加固层的表面放置支撑汽车吊支腿的方箱。
本发明还提供了近接未封闭建筑物(部分顶部封闭，部分顶部未封闭)的重型设备吊装的地基加固结构的加固方法，包括如下内容：
在基坑底面设置第一钢板，并竖向设置钢管格构柱结构的钢管，相邻的钢管格构柱结构间隔按设定距离设置；
在基坑内未封闭建筑物侧壁的两侧(左右两侧)各设置一排钢板桩；
两排钢板桩之间通过设置第一连接件进行连接，第一连接件分层设置，在第一连接件分层设置的过程中，逐渐在两排钢板桩之间回填土体；
土体回填至钢管顶部时，在钢管顶部设置第二钢板，回填土体并碾压达到规定的压实度后的标高同第二钢板一致。
上述的近接未封闭建筑物的重型设备吊装的地基加固结构的加固方法，能够设置稳定的地基加固结构，不仅保证了未封闭建筑物的安全，也规避了起重设备站位区域可能因基坑回填质量引起的吊装安全风险。
与现有技术相比，本发明的有益效果是：
1)本发明通过整体地基加固结构的设置，能够充分提高地基加固结构的稳定性，有效规避了起重设备站位区域可能因基坑回填质量引起的吊装安全风险，而且地基加固结构的传力方式，能够规避吊装荷载对建筑物的侧压力，保证未封闭建筑物的安全。
2)本发明通过钢板桩结构与第一连接件的设置，不仅构成了回填土体的侧向挡土墙，而且提高了回填土体横向方向的强度和稳定性。
3)本发明通过钢管格构柱结构的设置，作为竖向传力结构，能够将吊装荷载传递至基坑底部的持力岩层，从而规避吊装荷载对建筑物的侧压力，提高了地基结构的竖向稳定性。
附图说明
构成本发明的一部分的说明书附图用来提供对本发明的进一步理解，本发明的示意性实施例及其说明用于解释本发明，并不构成对本发明的不当限定。
图1本发明实施例中车站及基坑现状横剖面示意图；
图2本发明实施例中吊机地基处理横剖面示意图；
图3本发明实施例中吊机地基处理水平面示意图；
图4本发明实施例中挡土墙横剖面示意图；
图5本发明实施例中挡土墙水平示意图；
图6本发明实施例中钢管格构柱结构平面示意图；
图7本发明实施例中钢管格构柱结构侧面示意图；
图8本发明实施例中吊机的俯视图；
图中：1.混凝土加固层，2.回填土体，3.汽车吊，4.暂存平台，5.履带吊，6.车站主体结构，7.钢板桩，8.钢管，9.注浆袖阀管，10.钢丝绳，11.泡沫砖，12.反压土方，13.第一工字钢，14.混凝土，15.第二工字钢，16.第一钢板，17.第二钢板，18.方箱，19.汽车吊支腿。
具体实施方式
应该指出，以下详细说明都是例示性的，旨在对本发明提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本发明所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限制根据本发明的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合。
正如背景技术所介绍的，现有技术中存在的不足，为了解决如上的技术问题，本发明提出了近接未封闭建筑物的重型设备吊装的地基加固结构，下面结合说明书附图，对本发明做进一步的阐述。
本发明的一种典型的实施方式中，如图1所示，某轨道交通工程盾构机最大件质量为前盾130t、中盾120t，需要进行吊装，盾构接收车站的接收端主体结 构只完成约30m，未形成封闭整体结构，基坑深度20m，车站基坑为三级放坡开挖，其中第二级放坡平台比车站负二层顶板高1m，车站负一层高度8.5m，车站顶板设计覆土厚度4m，车站周侧为基坑，无法按常规吊装方法进行盾构机部件的吊装施工。
为了对未封闭车站内部的盾构设备进行吊装，在车站顶部设置350t履带吊5，该履带吊5将盾构设备吊至履带吊侧部的暂存平台4，然后由设于车站侧部的吊机如500t汽车吊3进行吊装，该汽车吊站位需要一定平面空间，否则汽车吊在基坑内无法进出及吊装作业，因此本实施例提出了近接未封闭建筑物的重型设备吊装的地基加固结构，该结构包括竖向设置的钢板桩7，分为两排，两排钢板桩7分别设于基坑内未封闭车站端头侧壁的左右两侧；第一连接件，两排钢板桩7之间通过第一连接件进行连接，且第一连接件分层并设有若干层；设于两排钢板桩7之间的若干钢管格构柱结构，钢管格构柱结构同样竖向设置以进行竖向传力；回填土体2，分层填设于两排钢板桩7之间，回填土体2的高度低于钢管格构柱结构的顶部设置。
为了方便钢板桩的设置，每一排的钢板桩7底部插入基坑底部土体内，靠近车站主体结构6侧墙不小于2m的位置设置砂袋，以规避因钢板桩打设对车站结构的不利影响，钢板桩与车站主体结构侧墙间回填土方，回填土方处的车站主体侧墙部位按车站结构要求防水处理并砌筑泡沫砖11后回填土方；钢板桩7包括若干相互扣合的拉森板，拉森板断面为U型，相互扣合的拉森板有利于提高钢板桩7的抗弯刚度，第一连接件分多层多列连接两侧的拉森板，在一些实施例中，根据实际施工的周边环境情况，在钢板桩的一侧或两侧钢板桩外侧设置反压土方12，有利于提高钢板桩的稳定性。
第一连接件为钢丝绳10，如图4和图5所示，钢丝绳10的两端分别与设于钢板桩7外侧的第一工字钢13进行连接，钢丝绳10的设置层数与第一工字钢13的设置层数相同，拉森板设有开孔便于钢丝绳穿过，通过第一工字钢13的设置，方便钢丝绳10两端被固定，第一工字钢横向设置且垂直于拉森板，钢丝绳10两端由绳卡固定，先将钢丝绳10的一端与第一工字钢13用绳卡连接固定后，钢丝绳另一端绕过第一工字钢13后用紧绳器拉紧后用绳卡固定。
每一处的钢管格构柱结构均包括至少一根钢管8，钢管8内填充有混凝土， 从而提高钢管格构柱的强度，在一些实施例中，钢管格构柱结构底部设置第一钢板16，第一钢板16通过基坑底面支撑，钢管格构柱结构顶部设置第二钢板17，且每一处钢管格构柱结构中相邻的两根钢管8通过第二连接件连接。第二连接件为第二工字钢15，相邻的两根钢管之间设有多排第二连接件，第二工字钢15横向设置，与钢管8的设置方向相互垂直。
进一步，在一些实施例中，如图2所示，钢管格构柱结构和回填土体的顶部设置混凝土加固层1，混凝土加固层1与第二钢板17及钢管格构柱结构构成一个有机统一体，进一步提高地基加固结构的强度，起到将吊装荷载传递到基坑底部岩层的作用。
第一钢板16为1000×1000×20mm的厚钢板，第二钢板17为1000×1000×20mm的厚钢板，第二钢板17中心预留φ200mm混凝土浇筑孔，钢管高度与回填土体高度一致，混凝土加固层上部与格构钢管柱对应位置设置方箱18，以利于吊装荷载的均匀传递。3根钢管8用20工字钢横向可靠焊接，形成钢管格构柱；钢管8间预埋不少于4根φ50袖阀注浆管，浇筑混凝土加固层的同时通过浇筑孔向钢管8内浇筑混凝土，混凝土加固层强度达到50％以上后进行袖阀管静压注浆进一步提高钢管间土体的密实度。
为了进一步提高第二钢板17的设置可靠性，第二钢板17与钢管8焊接连接，同样，第一钢板16的与钢管8的底端焊接。每一处的钢管格构柱结构均包括三根钢管8，如图6和图7所示，三根钢管8构成等边三角形的三个点进行设置，三个钢管8呈等边三角形布置，中心距1.5m。钢管格构柱结构包括至少四处，四处钢管格构柱结构构成矩形的四个点进行设置，这样与起重设备如汽车吊的四个支腿全伸出的中心位置一致，能够有效将汽车吊支脚对地基的应力进行向下传递，将起重设备产生的吊装荷载向下传递到基坑底部的持力层。
上述的地基加固结构，整体构成一个加固型的地基，强度稳定，通过两排钢板桩的设置，由第一连接件可靠连接，这样在基坑纵向方向设置了两处临时挡土墙，两处挡土墙、建筑物侧壁、基坑边坡构成了一个封闭空间，该空间内回填土体，有效提高了回填土体的稳定性，钢管格构柱的设置，能够作为传力构件，将回填土顶部设置的起重设备如吊机对回填土的应力，通过钢管格构柱传递至基坑下部的岩层，从而有效避免了起重设备在吊装过程中对建筑物结构产生的侧向压 力。
本发明还提供了近接未封闭建筑物的重型设备吊装的地基加固结构的加固方法，包括如下内容：
1)对500t汽车吊站位区域及周边空间清理，确认需要回填土体的高度、挖除的边坡及边坡的反压范围，确认土方工程量。
2)根据盾构吊装方案确定的500t汽车吊旋转半径及站位空间位置要求，结合500t汽车吊外形尺寸及支腿全伸出的平面尺寸，确定四个支腿全伸出的平面中心距，根据支腿所垫方箱的尺寸放线，准确确定500t汽车吊站位平面尺寸。
3)根据确定的500t汽车吊的站位空间范围，划出需要加固地基的边界，在划线位置打设钢板桩，靠近车站主体结构不小于2m的范围内堆放砂袋替代钢板桩，规避钢板桩打设对车站结构的不利影响，在钢板桩外侧适当回填反压土方12，以提高钢板桩外侧土体稳定性。
根据施工现场实际情况、施工，方案设计要求及工程周边实际情况，如图3所示的“反压土方12”区域即钢板桩施工现场北侧区域回填部分土体，进一步提高钢板桩的受力稳定性。
4)在车站主体结构6侧，按照车站主体防水要求完成施工，按设计要求在回填高度范围内完成车站主体结构防护层施工，并按设计方案要求验收工作。
5)根据确定的500t汽车吊站位位置，检测原地面承载力情况，根据检测结果确认是否需要补强加固。在确定的站位范围内按已定的加固方案铺设并可靠固定若干块1000×1000×20mm厚钢板，在每块钢板中心可靠焊接φ609×16mm钢管，钢管按照等边三角形的三个点进行布置，需保证垂直度满足设计要求。
6)按设计的间距在3根φ609钢管间焊接20#工字钢，制作完成钢管格构柱，在每根φ609钢管外侧布设一根φ50袖阀注浆管，3根钢管的中心位置布设1根φ50袖阀注浆管，袖阀注浆管可靠固定并做好防护，保证土体回填时袖阀注浆管不被损坏。
7)格构钢管柱制作完成后，再次检查确认多处钢管格构柱的中心位置尺寸与500t汽车吊支腿的全伸出的平面中心尺寸的一致性，检查钢管格构柱的固定情况、袖阀管的固定与保护情况。
8)按设计要求钢管格构柱内侧分层回填土体，按设计要求压实并检测压实 度，第一层回填土体压实度检测满足要求后，按设计要求，在钢板桩外侧安放第一工字钢，两侧第一工字钢用φ20钢丝绳连接，用卡扣先将一端第一工字钢与钢丝绳固定，另一端钢丝绳穿好后用紧绳器拉紧钢丝绳后再用卡扣固定。
9)按步骤8)要求回填土体、碾压，按设计标高安放钢丝绳10。根据设计的回填要求，回填土体2的高度可以为4m，土体回填完成后再次检测压实度。土体碾压过程中需防止钢管格构柱被撞击，同时监测靠近车站主体结构6处的砂袋位移情况，根据500t汽车吊的站位及吊装荷载的受力情况，靠近车站主体结构6处应轻压，保证车站主体结构6免受外部侧压力影响；两侧钢板桩内侧1m范围应按设计要求的压力进行碾压。
10)土体回填完成，钢管格构柱的各钢管8顶部焊接1000×1000×20mm的第二钢板，该钢板中心预留φ200mm混凝土浇筑孔，第二钢板与回填土体高度一致；在汽车吊的站位区域即回填土体的上方绑扎钢筋，钢管格构柱上部的钢筋位于第二钢板的上部，钢筋绑扎期间应保护预留袖阀管免受损伤；钢筋绑扎外侧后施工混凝土加固层1，同时向钢管8内灌注混凝土并保证良好的振捣，混凝土加固层1与钢管格构柱形成整体的传力结构，这样500t汽车吊的吊装荷载通过吊机支腿、方箱、混凝土加固层、钢管格构柱传到基坑下部的泥岩持力层。
11)混凝土加固层浇筑完成后按技术要求养护，强度不低于设计要求的50％时，通过预埋袖注浆阀管进行静压注浆，以提高格构钢管格构柱间土体的密实度，注浆压力不宜高于4bar。
12)混凝土板达到设计强度后，开始盾构设备吊装施工。500t汽车吊进场按站位要求站位、安装配重、检查吊具、锁具，完成验收工作，通过汽车吊进行相应设备的吊装工作。
以上所述仅为本发明的优选实施例而已，并不用于限制本发明，对于本领域的技术人员来说，本发明可以有各种更改和变化。凡在本发明的精神和原则之内，所作的任何修改、等同替换、改进等，均应包含在本发明的保护范围之内。

Claims (10)

  1. 近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，包括：
    竖向设置的钢板桩，分为两排，两排钢板桩分别设于基坑内未封闭建筑物的左右两侧；
    第一连接件，两排钢板桩之间通过第一连接件进行连接，且第一连接件分层并设有若干层；
    设于两排钢板桩之间的若干钢管格构柱结构，钢管格构柱结构同样竖向设置以进行竖向传力；
    回填土体，分层填设于两排钢板桩之间，回填土体的高度低于钢管格构柱结构的顶部设置。
  2. 根据权利要求1所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，每一排的所述钢板桩底部插入基坑底部土体内。
  3. 根据权利要求1所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，所述钢板桩包括若干相互扣合的拉森板，拉森板断面为U型。
  4. 根据权利要求1所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，所述第一连接件为钢丝绳，钢丝绳的两端分别与设于所述钢板桩外侧的第一工字钢进行连接。
  5. 根据权利要求1所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，每一处的所述钢管格构柱结构均包括至少一根钢管，钢管内填充有混凝土，钢管格构柱结构底部设置第一钢板，钢管格构柱结构顶部设置第二钢板，且每一处钢管格构柱结构中相邻的两根钢管通过第二连接件连接。
  6. 根据权利要求5所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，第二连接件为第二工字钢，相邻的两根钢管之间设有多排第二连接件；所述第二钢板与钢管焊接连接，且第二钢板预留有混凝土浇筑孔。
  7. 根据权利要求1所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，在所述回填土体与所述钢管格构柱结构的顶部设置混凝土加固层。
  8. 根据权利要求5所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，每一处的所述钢管格构柱结构均包括三根钢管，三根钢管构成等边三角形的三个点进行设置，钢管间设有注浆管。
  9. 根据权利要求5所述的近接未封闭建筑物的重型设备吊装的地基加固结构，其特征在于，所述钢管格构柱结构包括至少四处，四处钢管格构柱结构构成矩形的四个点进行设置，四处钢管格构柱结构的中心位置与吊机支腿全伸出的中心位置一致。
  10. 根据权利要求1-9中任一项所述的近接未封闭建筑物的重型设备吊装的地基加固结构的加固方法，其特征在于，包括如下内容：
    在基坑底面设置第一钢板，并竖向设置钢管格构柱结构的钢管，相邻的钢管格构柱结构间隔按设定距离设置；
    在基坑内未封闭建筑物侧壁的两侧各设置一排钢板桩；
    两排钢板桩之间通过设置第一连接件进行连接，第一连接件分层设置，在第一连接件分层设置的过程中，逐渐在两排钢板桩之间回填土体；
    土体回填至钢管顶部时，在钢管顶部设置第二钢板，在回填土体上部与第二钢板顶部布设钢筋浇筑混凝土板，同时向钢管内浇筑混凝土。
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