CN112302031B

CN112302031B - Reinforcement deviation rectifying system and method for inclined building

Info

Publication number: CN112302031B
Application number: CN202011149592.5A
Authority: CN
Inventors: 邵界立; 邵东杰; 李彦琦
Original assignee: Wuhan Dida Architectural Design Co ltd
Current assignee: Wuhan Dida Architectural Design Co ltd
Priority date: 2020-10-23
Filing date: 2020-10-23
Publication date: 2022-05-10
Anticipated expiration: 2040-10-23
Also published as: CN112302031A

Abstract

The invention provides a reinforcing and deviation-rectifying system for an inclined building, which comprises a foundation pit supporting system, a reinforcing system and a deviation-rectifying system; a plurality of support piles are arranged on the periphery of the adjacent end of the building in a row shape, the outer sides of the support piles are arranged in a slope-making mode, and the construction safety of the deep foundation pit of the reinforcing system and the deviation correcting system is guaranteed. The cast-in-situ bored pile and the static pressure pile are arranged in the deep foundation pit beside the building, and the reinforcing ground beam is fixed with the building, so that the stress strength of the building can be enhanced, and the reinforcing end can be prevented from continuously settling in the deviation rectifying process. The sliding layer is arranged between the joist and the reinforced ground beam for leveling the settlement of the building, so that the stress concentration is effectively relieved, and the building is prevented from being damaged. The rotary telescopic mechanism is utilized to drive the drill rod to rotate and feed water towards the direction of the output end, mechanical work enables a clay layer at the bottom of a building to form slurry, and the clay can flow out of the hole along with the flow of the water, so that the effect of drilling and discharging the clay is achieved.

Description

Reinforcement deviation rectifying system and method for inclined building

Technical Field

The invention relates to the technical field of building construction, in particular to a reinforcing and deviation rectifying system and method for an inclined building.

Background

People build a large number of buildings for living and living needs, but for various reasons, the buildings incline due to uneven settlement during the construction or use of some buildings, such as the famous italian leaning tower of pizza, the soviet tower of Suzhou in China, and the like. The light inclined building influences the normal use of the building, and in severe cases, the building loses the use function. In the building deviation rectifying process, one side with more settlement needs to be reinforced, and the higher side with higher height is extracted to rectify the deviation. Some buildings have other structures on one side, and in order to avoid threat to the adjacent buildings in the soil extraction and correction process, a foundation pit support is required to be established at one end (the adjacent end of the building) of the building with the adjacent structures, which is different from the end (the open end of the building) without the adjacent structures.

Disclosure of Invention

In view of the above, embodiments of the present invention provide a reinforcement deviation rectifying system and method for an inclined building.

The embodiment of the invention provides a reinforcing and deviation correcting system for an inclined building, which comprises:

the foundation pit supporting system comprises a foundation pit, an annular drainage ditch, a plurality of water collecting pits and a plurality of supporting piles, wherein the foundation pit is positioned on the periphery of a building; the annular drainage ditch is arranged in the foundation pit and is positioned on the periphery of the building; the supporting piles are arranged in a row along the outer side of the annular drainage ditch, extend into the bottom of the foundation pit and are arranged corresponding to the adjacent end of the building, the tops of the supporting piles are positioned above the annular drainage ditch, and the tops of the supporting piles are connected through a crown beam; the foundation pits positioned outside the support piles are arranged in a sloping mode, the foundation pits positioned outside the annular drainage ditches opposite to the open ends of the building are arranged in a sloping mode to form side slopes, and deep foundation pits are formed between the annular drainage ditches and the building;

the reinforcing system comprises a plurality of cast-in-situ bored piles and a plurality of static pressure piles, wherein the plurality of cast-in-situ bored piles and the static pressure piles are arranged in the deep foundation pit at intervals, the bottoms of the cast-in-situ bored piles and the static pressure piles are inserted into a soil body at the bottom of the deep foundation pit, the plurality of cast-in-situ bored piles are arranged on the lateral side of the reinforcing end of the building, and the plurality of static pressure piles are arranged on the lateral side of the middle part of the building; concrete layers are poured at the tops of the plurality of cast-in-situ bored piles and the plurality of static pressure piles to form joists, and the joists are arranged close to the side face of the building; a support piece is fixed on the periphery of the joist, and an accommodating space positioned above the joist is formed between the support piece and the building; a sliding layer is laid in the accommodating space, a partition plate is arranged above the sliding layer, the periphery of the partition plate is closely adjacent to the abutting piece and the building, and a concrete layer fixedly connected with the reinforcing end of the building is poured on the partition plate to form a reinforcing ground beam;

the deviation correcting system comprises a plurality of soil discharging mechanisms; the soil discharging mechanism comprises a rotary telescopic mechanism, a plurality of drill rods, a water pump and a plurality of water pipes, the drill rods are arranged in a hollow mode and are sequentially connected to form a feeding end and an output end, the diameters of the drill rods are gradually reduced from the feeding end to the output end, the rotary telescopic mechanism drives the drill rods to rotate and feed towards the direction of the output end, the water pipes are arranged in the drill rods, the water outlet ends of the water pipes are opposite to the output end, the water inlet ends of the water pipes are located outside the drill rods and are connected with the water pump, the soil discharging mechanism is used for drilling a plurality of soil discharging channels extending to clay layers below a building on the side wall of the bottom of the deep foundation pit, the soil discharging channels extend in the width direction of the building, and the soil discharging channels are arranged in the length direction of the building at intervals.

Furthermore, water stopping structures are arranged in the side slope and the deep foundation pit, and each water stopping structure comprises a plurality of soil nails, a reinforcing mesh and a concrete surface layer; the soil nails are arranged at intervals, one end of each soil nail is inserted into the side slope and the inner wall of the deep foundation pit, and the other end of each soil nail is positioned in the foundation pit; the reinforcing mesh comprises a plurality of reinforcing ribs which are arranged in a crossed mode, the reinforcing ribs are bundled through steel wires, the reinforcing mesh is laid on the top of the side slope and the inner wall of the deep foundation pit, and the reinforcing mesh is fixedly connected with the position, opposite to the other end of the soil nail, of the reinforcing mesh; the concrete surface layer is formed by spraying concrete on the steel bar net.

Further, the reinforced ground beam is fixedly connected with the building in a bar planting mode.

The concrete reinforcing system comprises a backfill sand layer and a supporting cross rod;

and the backfilling sand layer is backfilled between the foundation cushion block and the supporting pile corresponding to the foundation cushion block, one end of the supporting cross rod is fixedly connected with the foundation cushion block, and the other end of the supporting cross rod is fixedly connected with the supporting pile.

Further, with a plurality of the foundation cushion is relative the fender pile is double row pile formation pile group, the fender pile includes outer row pile and is located outer row pile with interior row pile between the annular escape canal, interior row pile with outer row pile top is through hat roof beam connects, interior row pile with through powder spraying stake reinforcement connection between the outer row pile.

Further, the backfill sand layer is a water-containing sand layer.

Furthermore, the support horizontal pole is equipped with a plurality ofly, is the interval setting on horizontal, and adjacent two the support horizontal pole is the setting of staggering from top to bottom, adjacent two be connected with between the support horizontal pole with support horizontal pole looks vertically connection down tube.

The device comprises a plurality of soil discharging channels, a mud pump and a plurality of grouting pipes, wherein the plurality of soil discharging channels are arranged in a one-to-one correspondence mode and are used for being inserted into the soil discharging channels, and the mud pump is connected with the grouting pipes and used for filling mud into the grouting pipes.

The invention also provides a reinforcing soil extraction and deviation rectifying method for the inclined building, which uses the reinforcing deviation rectifying system for the inclined building and comprises the following steps:

determining the adjacent end of the building and the open end of the building area according to the surrounding structure of the building;

determining a building reinforcing end and a building movable end according to the inclination direction of the building;

laying a foundation pit supporting system at the periphery of a building;

arranging a reinforcing system in the deep foundation pit and at the reinforcing end and the periphery of the middle part of the building;

arranging a soil discharging mechanism in the deep foundation pit, extracting soil at the bottom of the building by using the soil discharging mechanism, wherein the thickness of the extracted soil is gradually increased from the reinforcing end of the building to the movable end of the building;

and taking out the soil discharging mechanism, arranging a grouting mechanism in the deep foundation pit, and grouting into the soil discharging channel by using the grouting mechanism.

Further, before the step of arranging the reinforcement system in the deep foundation pit and at the reinforcement end and the middle periphery of the building, the method further comprises the following steps: and arranging water stopping structures in the side slope and the deep foundation pit.

The technical scheme provided by the embodiment of the invention has the following beneficial effects: before rectifying a deviation of a building, a plurality of support piles are arranged on the periphery of the close-proximity end of the building in a row, the outer sides of the support piles are arranged in a slope-making mode, the support strength of a foundation pit on one side of the close-proximity end of the building can be enhanced, soil pressure, water pressure and upper load can be borne, the balance and stability of the foundation pit are enhanced, the threat to the close-proximity construction is avoided, and the construction safety of a deep foundation pit of a reinforcing system and a rectification system is ensured. When the foundation pit has ponding, the ponding flows to annular escape canal through the side slope, collects the sump pit by annular escape canal again, discharges the foundation pit at last to realize discharging ponding outside the foundation pit effectively for a long time, prevent that the excavation supporting construction from taking place the infiltration phenomenon. The foundation pit supporting system is simple and practical, the process control is simple, the engineering is short in time consumption, the soil stability of the side edge of the building close proximity end can be well guaranteed, and the foundation pit supporting system has the advantages of being high in strength and strong in waterproof capacity.

Before soil is pumped out to the higher one end of building height, need fix the one end that the building subsides greatly, through be equipped with a plurality of drilling bored concrete piles and static pressure stake in the deep basal pit by the building, be fixed with the reinforcement ground beam with the building, can strengthen the atress intensity to the building to can avoid the lower one end of height (building reinforcement end) to continue to take place to subside at the in-process of rectifying, fix it at original height. When the soil is pumped from the higher end (movable end of the building) to correct the deviation, the building can be deflected, the part with large settlement of the building is extruded to the side far away from the building by arranging a sliding layer between the joist and the reinforcing ground beam, so that the deflection of the building is not influenced while the lower end of the building is reinforced, the settlement of the building is leveled in the deviation correcting process, the stress concentration is effectively relieved, and the damage to the building is avoided.

Utilize rotatory telescopic machanism drive drilling rod rotatory and to the direction of output feed, can drill a hole to the clay layer, utilize the water pump to annotate water in to the water pipe, water flows out towards the clay layer of building bottom from the play water end of water pipe, makes the clay layer of building bottom form mud, and the clay can be along with outside the mobile outflow hole of water, realizes the effect of discharging clay while drilling.

Drawings

FIG. 1 is a schematic structural diagram of an embodiment of a retaining and protecting system for a foundation pit in a reinforcement and deviation rectifying system for an inclined building, provided by the invention;

FIG. 2 is a schematic cross-sectional view of the excavation retaining system of FIG. 1 at AB;

FIG. 3 is a schematic cross-sectional view of the excavation retaining system of FIG. 1 at CD;

FIG. 4 is a schematic structural diagram of an embodiment of a reinforcement system in the reinforcement deviation rectifying system for an inclined building according to the present invention;

FIG. 5 is a schematic structural diagram of an embodiment of a deviation rectifying system (drill rods are located in a dumping chute) in a reinforced deviation rectifying system for an inclined building provided by the present invention;

FIG. 6 is an enlarged schematic view at A in FIG. 5;

FIG. 7 is a schematic structural view of the drill rod of FIG. 5;

FIG. 8 is a schematic structural diagram of an embodiment of a grouting system (a grouting pipe is located in a soil discharge passage) in the reinforcement deviation rectifying system for inclined buildings according to the present invention;

FIG. 9 is a schematic view of the construction of the injection pipe and the guniting head of FIG. 8;

FIG. 10 is a schematic structural diagram of an embodiment of a reinforcement structure for a foundation pad in a reinforcement and deviation rectification system for an inclined building according to the present invention;

fig. 11 is a schematic view of the structure of the support rail and the connecting diagonal of fig. 10.

In the figure: the construction comprises a building 100, a deep foundation pit 200, an annular drainage ditch 1, a water collection pit 2, a support pile 3, an outer row pile 3a, an inner row pile 3b, a crown beam 3c, a powder spray pile 3d, a side slope 4, a static pressure pile 5, a joist 6, a resisting piece 7, a sliding layer 8, a partition plate 9, a reinforced ground beam 10, a drill rod 11, a feeding end 11a, an output end 11b, a soil discharge channel 12, a grouting pipe 13, a grouting head 14, a top drainage ditch 15, a water collection well 16, a soil nail 17, a steel bar net 18, a concrete surface layer 19, a backfill sand layer 20, a support cross rod 21, a foundation cushion block 22, a connecting inclined rod 23, a backfill soil layer 24, a concrete base 25, a water outlet pipe 26, a rough layer 27, an inner steel bar net 28 and a bored pile 29.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be further described with reference to the accompanying drawings.

Referring to fig. 1 to 11, an embodiment of the invention provides a reinforcement deviation rectifying system for an inclined building, including a foundation pit supporting system, a reinforcement system and a deviation rectifying system.

Referring to fig. 1 to 3, the foundation pit supporting system includes a foundation pit, an annular drainage ditch 1, a plurality of water collecting pits 2, and a plurality of supporting piles 3, wherein the foundation pit is located at the periphery of a building 100; the annular drainage ditch 1 is arranged in the foundation pit and is positioned at the periphery of the building 100; the multiple water collecting pits 2 are arranged in the foundation pit and communicated with the annular drainage ditch 1, the multiple supporting piles 3 are arranged in a row along the outer side of the annular drainage ditch 1 and extend into the bottom of the foundation pit and are arranged corresponding to the adjacent end of the building 100 (as the left side of the building is closely adjacent to the building, the left end B-A-G-F section of the building 1 in the figure 1 is the adjacent end of the building 1), the tops of the supporting piles 3 are positioned above the annular drainage ditch 1, and the tops of the supporting piles 3 are connected through crown beams 3 c; the foundation pits positioned outside the support piles 3 are arranged in a sloping manner (see fig. 2), the foundation pits positioned outside the annular drainage ditches opposite to the open end (section B-C-D-E-F at the right end of the building 1 in fig. 1) of the building 100 are arranged in a sloping manner to form side slopes 4 (see fig. 3), and a deep foundation pit 200 is formed between the annular drainage ditches 1 and the building 100.

Before rectifying a deviation to building 100, arrange a plurality of fender pile 3 in row form and arrange in building 100 near end periphery, the fender pile 3 outside is the formula of putting the slope setting, can strengthen the intensity of strutting to the foundation ditch of building 100 near end one side, can bear soil pressure, water pressure and upper portion load, strengthens the balance and the stability of foundation ditch, avoids causing the threat to the next-door neighbour's structure, ensures reinforcing system and rectifying system deep basal pit construction safety. When there is ponding in the foundation ditch, ponding flows to annular escape canal 1 through side slope 4, collects sump pit 2 by annular escape canal 1 again, and the foundation ditch of discharging at last to realize discharging ponding outside the foundation ditch effectively for a long time, prevent that retaining structure of foundation ditch from taking place the infiltration phenomenon. The foundation pit supporting system is simple and practical, the process control is simple, the engineering is short in time consumption, the soil stability of the side edge of the close adjacent end of the building 100 can be well guaranteed, and the foundation pit supporting system has the advantages of being high in strength and strong in waterproof capacity.

Referring to fig. 4, the reinforcing system includes a plurality of cast-in-situ bored piles 29 and a plurality of static pressure piles 5, the plurality of cast-in-situ bored piles 29 and the plurality of static pressure piles 5 are arranged in the deep foundation pit 200 at intervals, the bottom of each cast-in-situ bored pile 29 is inserted into the soil body at the bottom of the deep foundation pit 200, the plurality of cast-in-situ bored piles 29 are arranged on the lateral side of the reinforcing end of the building 100, and the plurality of static pressure piles 5 are arranged on the lateral side of the middle part of the building 100; concrete layers are poured on the tops of the plurality of cast-in-situ bored piles 29 and the plurality of static pressure piles 5 to form joists 6, and the joists 6 are arranged close to the end faces of the reinforcing end of the building 100; a resisting piece 7 is fixed on the periphery of the joist 6, and an accommodating space above the joist 6 is formed between the resisting piece 7 and the building 100; a sliding layer 8 is laid in the accommodating space, the sliding layer 8 can be a particle layer such as a sliding sand layer, a partition plate 9 is placed above the sliding layer, the periphery of the partition plate 9 is arranged in close proximity to the abutting piece 7 and the building 100, and a concrete layer fixedly connected with the reinforcing end of the building 100 is poured on the partition plate 9 to form a reinforcing ground beam 10.

Before the higher end of the building 100 is pumped, the end with large settlement of the building 100 needs to be fixed, the stress strength of the building 100 can be enhanced by arranging a plurality of cast-in-situ bored piles 29 and static pressure piles 5 in the deep foundation pit 200 beside the building 100 and fixing the reinforcing ground beam 10 with the building 100, so that the lower end (the reinforcing end of the building 100) can be prevented from continuously settling in the deviation correcting process and fixed at the original height. When the soil is pumped out and the deviation is corrected at the end with higher height (the movable end of the building 100), the building 100 can be deflected, the part with large building settlement is provided with the sliding layer 8 between the joist 6 and the reinforced ground beam 10, so that when the building 100 deflects, sand close to the building 100 is extruded to the side far away from the building 100, the deflection of the building 100 is not influenced while the end with lower height of the building 100 is reinforced, the building settlement is leveled in the deviation correcting process, the stress concentration is effectively relieved, and the building is prevented from being damaged.

Referring to fig. 5 to 7, the deviation correcting system includes a plurality of soil discharging mechanisms, each soil discharging mechanism includes a rotary telescopic mechanism, a plurality of drill rods 11, a water pump and a plurality of water pipes, the plurality of drill rods 11 are hollow and are sequentially connected to form a feeding end 11a and an output end 11b, diameters of the plurality of drill rods 11 are gradually reduced from the feeding end 11a to the output end 11b, the rotary telescopic mechanism drives the drill rods 11 to rotate and feed in a direction of the output end 11b, each water pipe is disposed in each drill rod 11, a water outlet end of each water pipe is opposite to the output end 11b, a water inlet end of each water pipe is located outside the drill rods 11 and is connected to the water pump, the plurality of soil discharging mechanisms are used for drilling a plurality of soil discharging channels 12 extending to a layer below the building 100 on a side wall of the bottom of the deep foundation pit 200, and the clay discharging channels 12 extend in a width direction of the building 100, a plurality of the discharging passages 12 are provided at intervals in the length direction of the building 100.

The drill rod 11 is driven to rotate and feed towards the direction of the output end 11b by the rotary telescopic mechanism, a clay layer can be drilled, water is injected into the water pipe by the water pump, the water flows out from the water outlet end of the water pipe towards the clay layer at the bottom of the building 100, the clay layer at the bottom of the building forms slurry, and the clay can flow out of the hole along with the flow of the water, so that the effect of drilling and discharging the clay is realized. In this embodiment, because the length of the drill rod 11 reaches 18m, the drill rod 11 is flexible in the rotating process, so that the output end 11b rotates eccentrically, and the diameters of the plurality of drill rods 11 are gradually reduced from the feeding end 11a to the output end 11b, so that the influence on the deviation rectification precision due to the overlarge rotating range of the output end 11b and the overlarge discharged soil can be avoided.

In the deviation rectifying process, the deeper side of the building 100 is firstly reinforced, illustratively, if the east of the building 100 is settled, the west is higher, the inclination direction of the building 100 is in the east-west direction, the east of the building 100 is firstly reinforced, the soil discharging mechanism is used for discharging soil to form the soil discharging channels 12 in the south-north direction, soil can be uniformly discharged on the clay layer under the building 100, the soil discharging channels 12 are arranged at intervals in the east-west direction, the soil discharging amount of each soil discharging channel 12 can be respectively determined according to the inclination angle of the building 100, the over-righting condition is avoided, and accurate deviation rectifying is realized. The rotary telescoping mechanism is arranged in the prior art, exemplarily, the rotary telescoping mechanism comprises a one-way cylinder and a rotary motor, the feeding end 11a of the drill rod 11 is connected with a driving shaft of the rotary motor, the rotary motor can drive the drill rod 11 to rotate, and the rotary motor and the drill rod 11 are driven to move by a driving rod of the one-way cylinder, so that the rotation and feeding of the drill rod 11 can be realized. In order to facilitate the installation of the drill rods 11, two adjacent drill rods 11 are connected through threads. The drill rod 11 is a steel pipe and has a certain bearing capacity, so that the drill rod 11 is prevented from being damaged by the building 100, and the process of soil discharging is prevented from being influenced. It can be understood that the drilling is carried out by using the drill rod 11 with a smaller diameter, and after the drill rod 11 is completely extended into the clay layer, the drill rod 11 with a larger diameter is connected by a screw connection, and the drilling is continued.

Referring to fig. 8, the reinforcement and deviation rectification system for an inclined building further includes a grouting mechanism, the grouting mechanism includes a plurality of grouting pipes 13 and a mud pump, after a soil discharging process is completed, a drill rod 11 can be drawn out, the plurality of grouting pipes 13 and the plurality of soil discharging channels 12 are arranged in a one-to-one correspondence manner and are used for being inserted into the soil discharging channels 12, and the mud pump is connected to the grouting pipes 13 to pour mud into the grouting pipes 13. The mud pump is connected with the grouting pipe 13, and the mud is poured into the grouting pipe 13 and flows into the clay layer to be solidified, so that the bearing capacity of the bottom of the building 100 is improved, and the building 100 is prevented from inclining again.

The grouting pipe 13 is provided with a one-way grouting valve, so that slurry is injected into a clay layer and cannot flow back into the grouting pipe 13, the grouting valve can bear hydrostatic pressure of more than 2MPa, and a hard protective layer is arranged outside the grouting valve to resist scraping and collision of hard substances such as sand and stone and the like so as not to damage the grouting valve. A slurry spraying head 14 (see fig. 9) is connected to one end of the grouting pipe 13, which is far away from the slurry pump, a plurality of slurry outlet holes (not shown) are formed in the side wall of the end of the grouting pipe 13, which is far away from the slurry pump, in a penetrating manner, and a hole side and hole end grouting method is adopted to ensure that slurry is fully injected into a clay layer. The grouting pipe 13 is made of a PV pipe, after the grouting process is finished, the grouting pipe 13 can be kept in the clay layer because the grouting pipe 13 is filled with slurry, the grouting pipe does not need to be drawn out, the price of the PV pipe is low, and the cost can be reduced.

A backfill soil layer 24 is arranged at the bottom of the foundation pit opposite to the position of the soil discharge channel 12, and the top of the backfill soil layer 24 is positioned above a concrete substrate 25 (the concrete substrate 25 is positioned at the bottom of the building 100 and above a clay layer); one end of the grouting pipe 13 close to the mud pump is bent upwards and protrudes out of the backfill soil layer 24, the backfill soil layer 24 is arranged because the flow path of the cement slurry in the clay layer is uncertain, when the cement slurry overflows from the upper part of the backfill soil layer 24, the gaps of the clay layer can be judged to be filled with the cement slurry, the gaps in the clay layer can be avoided, and the building 100 is prevented from inclining again at the later stage.

And a plug is plugged at one end of the grouting pipe 13 close to the mud pump, so that mud is prevented from flowing out of the grouting pipe 13, and the mud is favorably solidified in a clay layer.

By using the reinforcement deviation rectifying system for the inclined building 100, the embodiment further provides a reinforcement soil pumping deviation rectifying method for the inclined building 100, which includes the following steps:

determining the close end of the building 100 and the open end of the building area according to the peripheral structures of the building 100;

determining a reinforced end of the building 100 and a movable end of the building 100 according to the inclined direction of the building 100;

arranging a foundation pit supporting system at the periphery of the building 100;

arranging a reinforcing system in the deep foundation pit 200 and at the reinforcing end and the middle periphery of the building 100;

arranging a soil discharging mechanism in the deep foundation pit 200, extracting soil at the bottom of the building 100 by using the soil discharging mechanism, wherein the thickness of the extracted soil is gradually increased from the reinforced end of the building 100 to the movable end of the building 100;

taking out the soil discharging mechanism, arranging a grouting mechanism in the deep foundation pit 200, and grouting into the soil discharging channel 12 by using the grouting mechanism.

Further, please refer to fig. 1 to 3, the side slope 4 is arranged in a step manner, so as to prevent the collapse of the vertical wall soil, and the top of the side slope 4 is provided with a top drainage ditch 15, so as to prevent the external water from flowing into the foundation pit. The top drainage ditch 15 is communicated with a water collecting well 16, and the water collecting well 16 is communicated with a municipal pipe network and used for discharging water in the top drainage ditch 15. The 15 diapalls of top escape canal are the slope setting, and understandably, top escape canal 15 is close to the municipal pipe network, and highly lower, the water in the top escape canal 15 is at the reverse flow of action of gravity to the municipal pipe network, and the discharge of the water in the top escape canal 15 of being convenient for, can understand, and two sump pit 16 in figure 1 highly minimum, and the arrow direction is the rivers direction. If 15 diapire inclination of top escape canal is too big, the flow velocity of water is too big in the 15 interior ditches of top escape canal, can spill 15 outside the top escape canal, flows to the foundation ditch in, the inclination of 15 diapalls of top escape canal is 3-7%, can guarantee to avoid the flow velocity of water too big in the 15 interior ditches of top escape canal when the mobility of 15 interior waters of top escape canal, in this embodiment, the inclination of 15 of top escape canal is 5%.

The annular drainage ditch 1 is communicated with a plurality of water collecting pits 2 arranged at intervals, a water pump is arranged in each water collecting pit 2, and the water pump is used for pumping water in the water collecting pits 2 into the top drainage ditch 15 for discharging. The water in the foundation pit is drained to the annular drainage ditch 1 and gathered in the water collecting pit 2, the annular drainage ditch can be used when needed, when the water in the water collecting pit 2 needs to be drained, the water pump can be utilized to pump the water in the water collecting pit 2 into the top drainage ditch 15, then the water flows to a municipal pipe network to be discharged, the problems of difficulty in drainage and unsmooth partial drainage during long-distance construction can be solved, and the drainage efficiency is improved.

Water stopping structures are arranged in the side slope 4 and the deep foundation pit 200, and each water stopping structure comprises a plurality of soil nails 17, a reinforcing mesh 18 and a concrete surface layer 19; the soil nails 17 are arranged at intervals, one end of each soil nail is inserted into the inner walls of the side slope 4 and the deep foundation pit 200, and the other end of each soil nail is positioned in the foundation pit; the reinforcing mesh 18 comprises a plurality of reinforcing ribs which are arranged in a crossed manner, the reinforcing ribs are bundled by steel wires, the reinforcing mesh 18 is laid on the top of the side slope 4 and the inner wall of the deep foundation pit 200, and the reinforcing mesh 18 is fixedly connected with the opposite position of the other end of the soil nail 17; the concrete surface layer 19 is formed by spraying concrete onto the mesh reinforcement 18. The reinforcing mesh 18 can be fixed on the side slope 4 through the soil nails 17, and then a layer of concrete surface layer 19 is sprayed on the surface of the reinforcing mesh 18, so that the structural stability of the side slope 4 is greatly enhanced, and meanwhile, the influence of water in the soil layer of the side slope 4 flowing into a foundation pit to affect the construction can be avoided.

The soil nail 17 is arranged in a T shape and comprises an insertion part 17a and a connecting part 17b connected with the end part of the insertion part 17a, the insertion part 17a is inserted into the side slope 4, the connecting part 17b is fixedly connected with the reinforcing mesh 18 and can be fixed through welding or steel wires, and the soil nail 17 and the reinforcing mesh 18 can be conveniently fixed through the connecting part 17 b.

The inserting part 17a is provided with external threads, so that the friction force between the inserting part 17a and the soil layer in the side slope 4 can be increased, and the strength of the soil nail 17 fixed in the soil layer is enhanced; the outer side wall of the connecting part 17b is provided with external threads, if the connecting part 17b is fixedly connected with the reinforcing mesh 18 through connecting pieces such as steel wires, the connecting pieces such as the steel wires can be clamped between adjacent lines of the external threads, and the fixing strength of the connecting part 17b and the reinforcing mesh 18 is enhanced.

Referring to fig. 2, the concrete surface layer 19 at the bottom of the side slope 4 is provided with a plurality of through holes (not labeled) at intervals, water inlet ends of a plurality of water outlet pipes 26 are inserted into the through holes and located in the soil layer of the side slope 4, the water outlet pipes 26 are PVC pipes, and water outlet ends of the water outlet pipes 26 are arranged obliquely downwards, so that water in the soil layer of the side slope 4 can be discharged, the concrete surface layer 19 is prevented from being extruded by excessive water in the soil layer of the side slope 4, and water in the foundation pit is treated by adopting a method of open trench drainage and buried pipe drainage. Specifically, the distance between two adjacent water outlet pipes 26 is 7-10m, so that the water discharge efficiency in the soil layer of the side slope 4 can be ensured, and the waste caused by too many arranged water outlet pipes 26 can be avoided at the same time, in this embodiment, the distance between two adjacent water outlet pipes 26 is 8 m.

In the method for correcting the reinforcement soil-pumping deviation for the inclined building 100, before the step of "laying a reinforcement system in the deep foundation pit 200 and at the periphery of the reinforcement end of the building 100", the method further includes: and water stopping structures are arranged in the side slope 4 and the deep foundation pit 200.

Referring to fig. 4, in order to enhance the connection strength between the reinforced ground beam 10 and the building 100, the reinforced ground beam 10 and the building 100 are fixedly connected by a bar planting method, and the bar planting construction process flow is as follows: construction and paying-off → drilling → hole cleaning → reinforcement processing → glue injection → bar planting → detection. The cementing agent for the bar planting adopts modified epoxy or modified vinyl ester cementing agent, and the bar planting adhesive adopts A-grade adhesive, so that the performance of the bar planting adhesive accords with the relevant regulations of GB 50367-2013.

The side wall of the building 100 opposite to the reinforced ground beam 10 is roughened to form a rough layer 27, the side wall of the building 100 is made of old concrete, the reinforced ground beam 10 is made of new concrete, the joint surface of the new concrete and the old concrete is roughened until a solid compact base layer is exposed, roughening is performed on the base, the roughness is better, the side wall of the building 100 is washed clean by water, a layer of interface agent is coated on the side wall of the building 100, and the new concrete is constructed, so that the connection strength between the reinforced ground beam 10 and the building 100 can be further enhanced.

The blocking piece 7 is built by cement mortar, the material is easy to obtain, the construction is fast, and the sliding layer 8 can be blocked. The partition plate 9 is a clamping plate, can adopt three clamping plates, five clamping plates and the like, and has the advantages of light weight, high strength, small deformation, large breadth and convenient construction. The strength of the concrete layer is C35, which can ensure the reinforcing strength of the building 100. The inner reinforcing mesh 28 is fixed in the concrete layer, so that the deformation degree of the concrete can be reduced, and the strength of the reinforced ground beam 10 and the joist 6 can be enhanced.

If the thickness of the sliding layer 8 is larger, sand will be wasted, and if the thickness of the sliding layer 8 is smaller, it cannot be guaranteed that the building 100 is not affected by deflection, so in this embodiment, the thickness of the sliding layer 8 is 100-250mm, and the amount of sand is reduced as much as possible while the building 100 is not affected by deflection.

Referring to fig. 10, because the bearing capacity and stability of the soft soil foundation pit are insufficient, the foundation pad 22 needs to be formed in the soft soil foundation area, soil needs to be pumped from the bottom of the building 100 in the deviation rectifying process of the building 100, and the foundation pad 22 under the building 100 is arc-shaped and uneven in depth, so that the foundation pad 22 slips after soil pumping deviation rectifying, and potential safety hazards are caused. The reinforcement deviation rectification system for the inclined building 100 further comprises a concrete reinforcement system, which comprises a backfill sand layer 20 and a support cross bar 21. The backfilling sand layer 20 is backfilled between the foundation cushion block 22 and the corresponding supporting pile 3; one end of the supporting cross rod 21 is fixedly connected with the foundation cushion block 22, and the other end is fixedly connected with the supporting pile 3. After a constructor takes out soil from the bottom of the building 100 in a foundation pit and corrects the position, the foundation cushion block 22 rotates and slides, sand is timely backfilled into the foundation pit, the foundation cushion block 22 can be quickly prevented from continuously sliding, the steel structure is directly used for supporting the bottom of the foundation pit, the backfilling sand layer 20 is used, the construction time is short, the foundation cushion block 22 can be quickly prevented from sliding, the sliding of the foundation cushion block 22 of the southwest corner of the main building is effectively prevented, and the local settlement of the southwest corner of the main building is avoided.

With the foundation cushion block 22 is relative a plurality of fender pile 3 forms the pile group for the double row stake, fender pile 3 includes outer row stake 3a and is located outer row stake 3a with interior row stake 3b between the annular escape canal 1, interior row stake 3b with outer row stake 3a top is passed through crown beam 3c connects, interior row stake 3b with connect through powder spraying pile 3d reinforcement between the outer row stake 3a, can strengthen the support intensity to foundation cushion block 22, has effectively prevented southwest angle owner building foundation cushion block 22 from sliding.

The backfilled sand layer 20 is a water-containing sand layer, and the backfilled sand layer 20 is filled with water to form the water-containing sand layer, it can be understood that the more water is filled in the sand, the greater the density and the compacter the backfilled sand layer 20 is, the greater the extrusion force on the foundation cushion block 22 is, the resisting force on the foundation cushion block 22 can be enhanced, and the content of the water in the backfilled sand layer 20 can be set according to actual needs.

The supporting cross rods 21 are arranged in a plurality and are arranged at intervals in the transverse direction, and can uniformly apply force to the foundation cushion blocks 22. Two adjacent support horizontal poles 21 are to stagger the setting from top to bottom, can evenly exert force to the upper and lower part of basic cushion 22, strengthen the effect of keeping out to basic cushion 22. The connecting inclined rods 23 perpendicular to the supporting cross rods 21 are connected between every two adjacent supporting cross rods 21, so that the supporting cross rods 21 can be connected into a whole, the same distance is kept between every two adjacent supporting cross rods 21, and the strength between the supporting cross rods 21 can be enhanced. A plurality of connecting inclined rods 23 which are arranged in parallel are connected between every two adjacent supporting cross rods 21, so that the strength among the supporting cross rods 21 can be further enhanced.

In this document, the terms front, back, upper and lower are used to define the components in the drawings and the positions of the components relative to each other, and are used for clarity and convenience of the technical solution. It is to be understood that the use of the directional terms should not be taken to limit the scope of the claims.

The features of the embodiments and embodiments described herein above may be combined with each other without conflict.

The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.

Claims

1. A reinforced deviation correcting system for a tilt building, comprising:

2. The reinforcement deviation rectifying system for inclined buildings according to claim 1, wherein a water stopping structure is arranged in each of the side slope and the deep foundation pit, and comprises a plurality of soil nails, a reinforcing mesh and a concrete surface layer; the soil nails are arranged at intervals, one end of each soil nail is inserted into the side slope and the inner wall of the deep foundation pit, and the other end of each soil nail is positioned in the foundation pit; the reinforcing mesh comprises a plurality of reinforcing ribs which are arranged in a crossed mode, the reinforcing ribs are bundled through steel wires, the reinforcing mesh is laid on the top of the side slope and the inner wall of the deep foundation pit, and the reinforcing mesh is fixedly connected with the position, opposite to the other end of the soil nail, of the reinforcing mesh; the concrete surface layer is formed by spraying concrete on the steel bar net.

3. The reinforcement deviation rectifying system for inclined buildings according to claim 1, wherein the reinforcement ground beam is fixedly connected with the building by means of steel bars.

4. A reinforcement deviation rectifying system for inclined buildings according to claim 1, further comprising a concrete reinforcing system, said concrete reinforcing system comprising a backfill sand layer and a support rail;

5. The reinforcement deviation rectifying system for inclined buildings according to claim 4, wherein the plurality of support piles opposite to the foundation pad are all double-row piles forming a pile group, the support piles comprise outer-row piles and inner-row piles located between the outer-row piles and the annular drainage ditch, the tops of the inner-row piles and the tops of the outer-row piles are connected through the crown beams, and the inner-row piles and the outer-row piles are connected through powder-sprayed piles in a reinforcing manner.

6. A reinforcement deviation rectifying system for inclined buildings according to claim 4, characterized in that said backfill sand layer is an aqueous sand layer.

7. A reinforcing and deviation-rectifying system for inclined buildings according to claim 4, characterized in that said supporting cross-bars are provided in plurality and spaced apart in the transverse direction, two adjacent supporting cross-bars are staggered in the up and down direction, and a connecting diagonal bar perpendicular to said supporting cross-bars is connected between two adjacent supporting cross-bars.

8. The reinforcement deviation rectifying system for inclined buildings according to claim 1, further comprising a grouting mechanism, wherein the grouting mechanism comprises a plurality of grouting pipes and slurry pumps, the plurality of grouting pipes are arranged in one-to-one correspondence with the plurality of soil discharging channels and are used for being inserted into the soil discharging channels, and the slurry pumps are connected with the grouting pipes and used for grouting slurry into the grouting pipes.

9. A reinforced soil extraction deviation rectifying method for a sloping building, which is characterized in that the reinforced deviation rectifying system for the sloping building of claim 8 is used, and comprises the following steps:

laying a foundation pit supporting system at the periphery of a building;

10. The reinforcement soil extraction deviation correcting method for inclined buildings according to claim 9, wherein before the step of arranging reinforcement systems in the deep foundation pit and at the reinforcement ends and the middle periphery of the building, the method further comprises: and arranging water stopping structures in the side slope and the deep foundation pit.