CN114000726A - Construction method for increasing pile foundation in existing building - Google Patents
Construction method for increasing pile foundation in existing building Download PDFInfo
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- CN114000726A CN114000726A CN202110781391.5A CN202110781391A CN114000726A CN 114000726 A CN114000726 A CN 114000726A CN 202110781391 A CN202110781391 A CN 202110781391A CN 114000726 A CN114000726 A CN 114000726A
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- 238000010276 construction Methods 0.000 title claims abstract description 59
- 238000003825 pressing Methods 0.000 claims abstract description 64
- 239000002689 soil Substances 0.000 claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 17
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 239000011178 precast concrete Substances 0.000 claims abstract description 13
- 238000013461 design Methods 0.000 claims abstract description 11
- 239000004576 sand Substances 0.000 claims abstract description 7
- 238000000034 method Methods 0.000 claims description 43
- 230000003068 static effect Effects 0.000 claims description 12
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 239000000843 powder Substances 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 238000005070 sampling Methods 0.000 claims description 3
- 230000002146 bilateral effect Effects 0.000 claims description 2
- 238000009434 installation Methods 0.000 claims description 2
- 240000004282 Grewia occidentalis Species 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 description 19
- 239000010959 steel Substances 0.000 description 19
- 239000002131 composite material Substances 0.000 description 14
- 239000003292 glue Substances 0.000 description 9
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
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- 239000011150 reinforced concrete Substances 0.000 description 3
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- 235000008733 Citrus aurantifolia Nutrition 0.000 description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 235000011941 Tilia x europaea Nutrition 0.000 description 2
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- 238000005056 compaction Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- 239000004571 lime Substances 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 229920000642 polymer Polymers 0.000 description 2
- 238000003672 processing method Methods 0.000 description 2
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
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Abstract
The invention relates to the technical field of building reinforcement, in particular to a construction method for adding pile foundations in an existing building, which comprises the following steps of S1: leveling the field, and removing the floor tiles; s2: arranging stress dissipation holes, excavating a soil squeezing buffer ditch, and backfilling coarse sand; s3: conveying the precast concrete tubular pile to a pile position for pile pressing; s4: when the pressure value reaches twice of the bearing capacity characteristic value of the single pile designed by the final pressure value of the pile pressing, and the pile length of the pile sinking is basically matched with the condition reflected by the geological data of the pile position at the corresponding position, the pile pressing is stopped; s5; carrying out repression, carrying out settlement observation, and checking whether the bearing capacity of the pile body meets the design requirement; s6: backfilling the stress dissipation holes and the soil squeezing buffer trenches; s7, excavating a ground beam foundation trench: planting bars on an original bearing platform beam of the existing building, and constructing a rectangular column and an embedded member on a foundation groove of a ground beam; s8: and pouring the ground beam and the ground beam plate by using concrete. The invention has the effect of preventing the existing building from secondary settlement.
Description
Technical Field
The invention relates to the technical field of building reinforcement, in particular to a construction method for adding pile foundations in an existing building.
Background
A plurality of building sites in coastal areas of China are located in sections where muddy soft soil is developed on plain coasts. The treatment of deep soft soil layers which are not used as basic bearing layers under indoor terraces of buildings such as large-span and large-area warehouses and factory buildings can be ignored frequently in the construction process, the ground is directly slightly treated on the soft soil layers and then constructed according to the construction method, the soft soil layers under the terraces are difficult to finish dead weight consolidation in a long time, the problems of uneven settlement, collapse and the like of the ground are caused after the buildings are put into use, and the use of the buildings and internal equipment of the buildings is seriously influenced, and even the safety problem occurs.
To solve the problem of terrace settlement, a composite foundation mode is generally adopted for foundation treatment, such as a cement-soil mixing pile composite foundation, a high-pressure injection grouting pile composite foundation, a sand pile foundation, a vibro-impact pile composite foundation, a soil and lime compaction pile composite foundation and a cement fly ash gravel pile composite foundation. However, when constructing a composite foundation, the construction machine needs to be installed in an open space, which results in that none of the construction methods can work in the built building. However, if the space of the indoor building is limited and the construction cannot be carried out, the original building can only be dismantled for reconstruction. If other processing methods are used which are not limited by the height of the space, such as preloading, polymer injection techniques, etc. These methods have long construction period or high construction cost, and may still generate secondary settlement after the reinforcement is completed, and the effect cannot completely meet the requirements of owners.
Disclosure of Invention
The invention provides a construction method for adding pile foundations in an existing building aiming at the problems in the prior art and aims to solve the technical problems in the prior art.
The invention provides a construction method for adding pile foundations in an existing building, which adopts the following technical scheme:
a construction method for increasing pile foundations in the interior of an existing building comprises the following steps,
s1: leveling the field, and if floor tiles are arranged on the field, the floor tiles are removed;
s2: arranging stress dissipation holes on the periphery of the interior of the existing building, excavating a soil squeezing buffer ditch on the periphery of the interior of the existing building, placing a reinforcement cage in the stress dissipation holes, and backfilling coarse materials such as coarse sand to prevent hole collapse;
s3: measuring and paying off according to a design drawing, conveying the precast concrete pipe pile to a pile position, pressing the precast concrete pipe pile by adopting static pressure construction, connecting the pile after the pile sinking of one section of pile is finished, and repeating the pile sinking processes of a second section of pile, a third section of pile and the like;
s4: observing the pressure value of the precast concrete tubular pile in the pile pressing process, and stopping pile pressing when the pressure value reaches twice of the characteristic value of the bearing capacity of the single pile designed according to the final pressure value of the pile pressing and the pile length of the pile sinking is basically matched with the condition reflected by the geological data of the pile position at the corresponding position;
s5; randomly sampling and inspecting the pile position, carrying out re-pressing, carrying out settlement observation at the same time, making relevant records, and checking whether the bearing capacity of the pile body meets the design requirements;
s6: when all the precast concrete pipe piles are constructed, backfilling the stress dissipation holes and the soil squeezing buffer trenches, and compacting the backfilled concrete pipe piles layer by using stable stone powder;
s7, excavating a ground beam foundation trench: digging earth among piles according to a designed elevation to obtain a ground beam foundation groove, planting ribs on an original bearing platform beam of the existing building, constructing a rectangular column and an embedded component on the ground beam foundation groove, wherein the rectangular column is used for supporting the original bearing platform beam of the existing building, and the planted ribs are connected to the original bearing platform beam and the rectangular column of the existing building;
s8: and manufacturing installation reinforcing steel bars in the foundation grooves of the ground beams, and pouring the ground beams and the ground beam plates by using concrete, wherein the ground beams are borne on the concrete pipe piles.
Preferably, in the step S2, the aperture of the stress dissipation hole is controlled to be 240 mm and 260mm, the hole center distance is controlled to be 750mm, the hole depth is 13m, the vertical deviation of the drill hole is within ± 1 degree, and the section length of the reinforcement cage should not be greater than 7 m.
Preferably, in the step S3, the width of the soil-squeezing buffer groove is controlled to be 1.4-1.6m, and the depth is controlled to be 1.8-2.2 m.
Preferably, the four corner walls, the middle wall and the column base of the horizontal warehouse are monitored in the construction process before excavation, during excavation and after excavation of the soil-squeezing buffer trench, and the horizontal displacement is mainly monitored.
Preferably, in the process of pile pressing construction of the concrete tubular pile, the length of each section of the pile is controlled to be 5-8m, and the pile pressing speed is controlled to be 2 m/min.
Preferably, the pile pressing sequence is that the pile pressing area is divided into two parts which are bilaterally symmetrical from the side of the wall body to the middle, pile pressing is started from the intersection point of the two parts during pile pressing, pile pressing is performed on the left part close to the three side edges of the existing building wall body, then pile pressing is performed on the inside of the left part, pile pressing is performed on the inside of the left part in rows in sequence while pile pressing is performed on the inside of the left part, the pile pressing is not stopped and returns to the pile pressing starting point, then pile pressing is performed on the right part in the same method, and pile pressing is continuous.
Preferably, the number of the press piles per day is controlled to be 8-10 during the press pile construction within the range of 2-3 rows of piles close to the existing building wall, and the number of the press piles per day is controlled to be 10-15 during the press pile construction in the middle part.
Preferably, when detecting, adopt and install the balancing weight additional on pile pressing equipment, use pile pressing equipment repression to check whether pile body bearing capacity satisfies the design requirement.
Preferably, the bottom end of the tubular pile is borne on strongly weathered sandy mudstone.
In summary, the invention includes at least one of the following beneficial technical effects:
the novel customized static pressure pile machine is utilized in the built building, a prestressed pipe pile is pressed in the range of an indoor terrace, a strong weathering sandy mudstone is taken as a bearing layer, a strip-shaped ground beam is arranged on a newly increased pile foundation, a cast-in-place reinforced concrete slab is arranged, the newly increased structural beam slab is connected with an original structural member at the periphery of the building, the load of warehouse piling is transmitted to a prestressed pipe pile foundation by the newly increased structural beam slab, the soft soil layer of the original ground no longer bears the load of the warehouse piling, thereby thoroughly solving the problem of large-area terrace deformation and settlement in the original building, the design grade of the foundation is grade C, the pile foundation is a friction end bearing pile, the safety grade is grade two, the newly increased structural beam slab on the terrace is connected with the existing building by using the steel bar planting method, the whole process method ensures that the new structure and the old structure can be deformed cooperatively and work together without generating cracks, and realizes the integral consistency in the whole terrace, the grain storage and the same work in the warehouse are met, no crack is generated, the integral consistency of the terrace in the whole warehouse is realized, and the storage and transportation requirements of the grain in the warehouse are met.
Drawings
FIG. 1 is a partial schematic view of a stress-dissipating hole arrangement of the present invention.
Fig. 2 is a schematic view of a stress-dissipating hole reinforcement cage according to the present invention.
FIG. 3 is a partial layout view of the soil-squeezing buffer trench according to the present invention.
Fig. 4 is a plan view of the tube pile of the present invention.
Fig. 5 is a schematic diagram of a walking route of the pile driver.
Fig. 6 is a schematic view of the connection structure of the embedded steel bar of the present invention.
In the figure: 1. a stress dissipating hole; 11. a reinforcement cage; 2. extruding soil to buffer the ditch; 3. a tubular pile; 4. planting bars; 41. pre-embedding a component; 5. a platform beam; 6. a rectangular column; 7. a static pile press.
Detailed Description
The invention is described in further detail below with reference to figures 1-6.
A plurality of building sites in coastal areas of China are located in sections where muddy soft soil is developed on plain coasts. The treatment of deep soft soil layers which are not used as basic bearing layers under indoor terraces of buildings such as large-span and large-area warehouses and factory buildings can be ignored frequently in the construction process, the ground is directly slightly treated on the soft soil layers and then constructed according to the construction method, the soft soil layers under the terraces are difficult to finish dead weight consolidation in a long time, the problems of uneven settlement, collapse and the like of the ground are caused after the buildings are put into use, and the use of the buildings and internal equipment of the buildings is seriously influenced, and even the safety problem occurs.
To solve the problem of terrace settlement, a composite foundation mode is generally adopted for foundation treatment, such as a cement-soil mixing pile composite foundation, a high-pressure injection grouting pile composite foundation, a sand pile foundation, a vibro-impact pile composite foundation, a soil and lime compaction pile composite foundation and a cement fly ash gravel pile composite foundation. However, when constructing a composite foundation, the construction machine needs to be installed in an open space, which results in that none of the construction methods can work in the built building. However, if the space of the indoor building is limited and the construction cannot be carried out, the original building can only be dismantled for reconstruction. If other processing methods are used which are not limited by the height of the space, such as preloading, polymer injection techniques, etc. These methods have long construction period or high construction cost, and may still generate secondary settlement after the reinforcement is completed, and the effect cannot completely meet the requirements of owners.
The embodiment of the invention discloses a construction method for adding a pile foundation in an existing building, which comprises the following steps of:
s1: and (4) leveling the field, and if floor tiles are arranged on the field, the floor tiles are removed.
S2: referring to fig. 1 and 2, stress dissipation holes are arranged on the periphery of the interior of an existing building, and due to the limitation of indoor space, a roof bolter is adopted to form holes, the hole diameter is 250mm, the hole diameter error is +/-10 mm, the central distance between every two adjacent hole sites is 750mm, the hole depth is 13m, the verticality deviation of the drilled holes is +/-1 degrees, and slurry formed in the drilling process is stored in a slurry tank and is cleaned out of a reservoir area in time; placing a steel reinforcement cage in the stress dissipation hole, and backfilling coarse materials such as coarse sand and the like to prevent hole collapse; the section length of the reinforcement cage is not more than 7m, and the reinforcement cage can be used after being processed and accepted. Utilize simple and easy support frame to carry out the hoist and mount of steel reinforcement cage, lay the in-process and carry out elevation control and avoid bumping with existing building roof simultaneously, ensure to transfer the position accuracy of steel reinforcement cage. And the sludge layer in the field is thick, and coarse materials such as coarse sand and the like are backfilled in the stress dissipation holes to prevent the holes from collapsing.
Referring to fig. 3, soil-squeezing buffer trenches are excavated around the interior of an existing building, the designed soil-squeezing buffer trenches are 1.5m wide and 2m deep, side piles (side piles refer to pipe piles close to the wall side of the existing building) are excavated firstly 0.4m wide and 1.0m deep (part of the side piles are excavated firstly, the side piles are all excavated after being feasible through field observation, and the excavation and backfilling can be carried out while the construction is carried out) before pile pressing construction, and the side piles are excavated by using a small excavator until the width of the soil-squeezing buffer trenches is 1.4-1.6m and the depth is 1.8-2.2m, wherein the width is controlled to be 1.5m and the depth is controlled to be 2m in the embodiment; the existing building bearing platform part is excavated manually, and the excavated stone powder is stacked in an area which does not influence the construction and is used for filling other construction areas.
The soil-squeezing buffer trench is kept still for a circle before, during and after excavation, and the wall bodies at four corners, the middle wall body and the column base of the horizontal warehouse are monitored in the construction process of the pile foundation in the warehouse. The horizontal displacement is mainly monitored. And (5) sorting and comparing the monitoring data. Alarm data is set, and the horizontal displacement is 30 mm. The monitoring special person is responsible for observing not less than once per day before, during and after excavation within a week, and observing not less than 2-3 times per day during construction of the pile foundation in the warehouse.
S3: referring to fig. 4 and 5, paying off according to the measurement of a design drawing, conveying the precast concrete tubular pile to a pile position, pressing the precast concrete tubular pile by adopting static pressure construction of a static pressure pile machine, and carefully checking the performance of each part of the pile pressing machine before pressing the pile so as to ensure normal operation. The method comprises the steps of welding a pile tip on a bottom pile, marking a length mark with a meter as a unit on a pile body, and marking the length of the tubular pile according to the sequence from bottom to top so as to observe the soil penetration depth of the tubular pile and record a pressure value when the depth is recorded. And making a record of the whole pile pressing process.
The length of the pipe pile is controlled to be 5m-8m under the limitation of construction height, long piles are used as far as possible under the condition of not wasting materials, the number of joints is reduced, and the pile pressing speed is controlled to be 2 m/min. After pile sinking of one section of tubular pile is finished, pile splicing is carried out, a welding method is adopted during pile splicing, welding quality is guaranteed, the verticality of the tubular pile is strictly controlled and adjusted, deviation is not more than 0.5%, and pile sinking processes of a second section of pile, a third section of pile and the like are repeated when necessary.
The ground inside the existing building is rectangle setting, when the pressure stake, the pressure stake order is from wall body side direction middle construction, divide into bilateral symmetry's two parts with the pressure stake region, start the pressure stake from the juncture of two parts about during the pressure stake, follow left part limit stake after that, then carry out the pressure stake to left part inside, when carrying out the pressure stake to left part inside, carry out the pressure stake in a row in proper order, and the incessant pressure stake starting point that gets back to, the pressure stake machine is the chevron shape at the walking orbit of left part.
And then pressing the right part from the pile pressing starting point, constructing from the side pile part of the right part firstly during pile pressing, constructing the tubular pile close to the side pile of the right part preferentially by using a static pressure pile machine, continuously advancing from the outer side to the inner side, arranging the walking track of the static pressure pile machine in a concave shape, and avoiding overlapping the walking track of the static pressure pile machine in the whole pile pressing process.
When pile pressing construction is carried out within the range of 2-3 rows of pipe piles close to the existing building wall, the number of the pressed piles per day is controlled to be 8-10, when pile pressing construction is carried out in the middle part, the number of the pressed piles per day is controlled to be 10-15, and the total number of the pressed piles is 175.
Monitoring during pile pressing construction, ridge and displacement monitoring points are arranged on the road outside an existing building 5m away from the existing building, the distance is 15-20m, elevation control points and inclination change control points are arranged at the corners and the middle positions of the periphery of the existing building, obvious specific marks are made by red paint, regular upward lifting and displacement observation is carried out, alarm data are set, the upward lifting amount is 20mm, the horizontal displacement is 30mm, the inclination change is not more than 20mm, the observation is enhanced, a specially-assigned person is responsible for observation, 1-3 times of observation are carried out every day, the construction rate is adjusted when an alarm value appears, and corresponding measures are taken.
S4: observing the pressure value of the precast concrete tubular pile in the pile pressing process, and stopping pile pressing when the pressure value reaches twice of the characteristic value of the bearing capacity of the single pile designed according to the final pressure value of the pile pressing and the pile length of the pile sinking is basically matched with the condition reflected by the geological data of the pile position at the corresponding position; and the bottom end of the pipe pile is born on the strongly weathered sandy mudstone.
S5; randomly sampling and inspecting the pile position, performing re-pressing, wherein during detection, a static pile press is additionally provided with a balancing weight, the static pile press is used for re-pressing to check whether the bearing capacity of the pile body meets the design requirement, and meanwhile, settlement observation is performed, and relevant records are made.
S6: when all the precast concrete pipe piles are constructed, backfilling the stress dissipation holes and the soil squeezing buffer trenches, and compacting the backfilled concrete pipe piles layer by using stable stone powder;
s7, excavating a ground beam foundation trench: and excavating the earthwork between the piles according to the designed elevation to obtain a ground beam foundation groove, excavating the earthwork between the piles according to the designed elevation, excavating by adopting a small excavator, paying attention to the fact that the small excavator can not collide with the tubular piles in the excavating process, and manually cleaning sundries on the pile body of the tubular pile. The whole excavation process is strictly controlled, and structural members of the existing building are prevented from being influenced by damage.
Referring to fig. 6, the steel bars are planted on the original bearing platform beam of the existing building, and before the steel bars are planted, a painting layer or a cushion layer on the surface of the bearing platform beam is chiseled to a concrete base layer; and carrying out corresponding repairing treatment on the concrete defect part according to requirements. Removing oil stains and floating slurry on the surface of the concrete, and polishing to a solid base layer; and polishing or repairing the uneven part. And removing surface dust and cleaning.
And positioning according to the plane layout drawing and the position and elevation of the embedded part. And marking out the center line of the embedded part and the elevation line of the embedded part, and determining the position of the main bar so as to facilitate bar planting. And (3) drilling holes by using a percussion drill during bar planting, wherein the positions of the main bars and the stirrups of the frame column are avoided during drilling. The depth and the aperture of the drilled hole meet the requirements of drawings. And blowing floating dust in the drill hole by using a brush and compressed air, and cleaning dust in the drill hole.
The steel bars are planted, the base surface is clean and free of accumulated water before glue pouring, glue pouring nozzles are reasonably arranged, and joint sealing is reliable; the proportion and operation of the glue mixing are strictly carried out according to the product specification. The bar planting glue is injected into the bottom of the hole by a special manual injector, and then the steel bar is inserted. When the steel bar is inserted into the hole bottom, a small amount of glue solution should overflow from the hole opening, and the implanted steel bar should be slightly rotated and shaken so that the glue solution can be well bonded with the interface of the steel bar and the wall of the concrete hole. The glue filling sequence and the operation requirement are standardized, and the glue filling compactness is ensured to meet the standard requirement: the compactness is not less than 90% in the anchoring area and not less than 70% in the non-anchoring area. The glue is strictly protected from interference during curing. Subsequent welds are strictly prohibited. And (5) naturally standing and maintaining. The maintenance period is at least not less than 1 hour, and the reinforcing steel bars cannot be shaken in the maintenance period.
The method comprises the steps of installing bolts and embedded components, wherein the bolts and iron pieces need to be processed according to the drawing requirements, the embedded components can be made by opening holes in a steel plate and adding nuts, polishing and derusting treatment stages are needed before the steel plate is installed, the steel plate is cleaned, the embedded components are inserted into steel bars, bolts are arranged at four corners of the steel plate, and the bolts are fixed on a bearing platform beam of an existing building.
The construction method comprises the following steps of carrying out rectangular column construction on a ground beam foundation trench, building a template on the ground beam foundation trench, building reinforced concrete in the template, and obtaining the rectangular column after the concrete is solidified, wherein the rectangular column is adhered to a bearing platform beam of an existing building and is used for supporting the original bearing platform beam of the existing building, and the embedded steel bars are connected to the original bearing platform beam and the rectangular column of the existing building.
S8: and manufacturing and installing ground beam reinforcing steel bars in the ground beam foundation grooves, and pouring concrete into the ground beams and the ground beam plates, wherein the ground beams are borne on the concrete pipe piles.
The implementation principle of the construction method for adding the pile foundation in the existing building provided by the embodiment of the invention is as follows: the novel customized static pressure pile machine is utilized in the built building, a prestressed pipe pile is pressed in the range of an indoor terrace, a strong weathering sandy mudstone is taken as a bearing layer, a strip-shaped ground beam is arranged on a newly increased pile foundation, a cast-in-place reinforced concrete slab is arranged, the newly increased structural beam slab is connected with an original structural member at the periphery of the building, the load of warehouse piling is transmitted to a prestressed pipe pile foundation by the newly increased structural beam slab, the soft soil layer of the original ground no longer bears the load of the warehouse piling, thereby thoroughly solving the problem of large-area terrace deformation and settlement in the original building, the design grade of the foundation is grade C, the pile foundation is a friction end bearing pile, the safety grade is grade two, the newly increased structural beam slab on the terrace is connected with the existing building by using the steel bar planting method, the whole process method ensures that the new structure and the old structure can be deformed cooperatively and work together without generating cracks, and realizes the integral consistency in the whole terrace, the grain storage and the same work in the warehouse are met, no crack is generated, the integral consistency of the terrace in the whole warehouse is realized, and the storage and transportation requirements of the grain in the warehouse are met.
Although the present invention has been described with reference to the above preferred embodiments, it should be understood that various changes, substitutions and alterations can be made herein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (9)
1. A construction method for increasing pile foundations in an existing building is characterized in that: the method comprises the following steps:
s1: leveling the field, and if floor tiles are arranged on the field, the floor tiles are removed;
s2: arranging stress dissipation holes on the periphery of the interior of the existing building, excavating a soil squeezing buffer ditch on the periphery of the interior of the existing building, placing a reinforcement cage in the stress dissipation holes, and backfilling coarse materials such as coarse sand to prevent hole collapse;
s3: measuring and paying off according to a design drawing, conveying the precast concrete pipe pile to a pile position, pressing the precast concrete pipe pile by adopting static pressure construction, connecting the pile after the pile sinking of one section of pile is finished, and repeating the pile sinking processes of a second section of pile, a third section of pile and the like;
s4: observing the pressure value of the precast concrete tubular pile in the pile pressing process, and stopping pile pressing when the pressure value reaches twice of the characteristic value of the bearing capacity of the single pile designed according to the final pressure value of the pile pressing and the pile length of the pile sinking is basically matched with the condition reflected by the geological data of the pile position at the corresponding position;
s5; randomly sampling and inspecting the pile position, carrying out re-pressing, carrying out settlement observation at the same time, making relevant records, and checking whether the bearing capacity of the pile body meets the design requirements;
s6: when all the precast concrete pipe piles are constructed, backfilling the stress dissipation holes and the soil squeezing buffer trenches, and compacting the backfilled concrete pipe piles layer by using stable stone powder;
s7, excavating a ground beam foundation trench: digging earth among piles according to a designed elevation to obtain a ground beam foundation groove, planting ribs on an original bearing platform beam of the existing building, constructing a rectangular column and an embedded component on the ground beam foundation groove, wherein the rectangular column is used for supporting the original bearing platform beam of the existing building, and the planted ribs are connected to the original bearing platform beam and the rectangular column of the existing building;
s8: and manufacturing installation reinforcing steel bars in the foundation grooves of the ground beams, and pouring the ground beams and the ground beam plates by using concrete, wherein the ground beams are borne on the concrete pipe piles.
2. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: in the step S2, the aperture of the stress dissipation holes is controlled to be 260mm at 240 mm, the center distance of the holes is controlled to be 750mm, the hole depth is 13m, the vertical deviation of the drill holes is within +/-1 degree, and the section length of the reinforcement cage is not larger than 7 m.
3. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: and S3, before side pile construction, controlling the width of the soil-squeezing buffer ditch to be 0.4m and the depth of the soil-squeezing buffer ditch to be 1.0m, and after the side pile construction is finished, excavating the soil-squeezing buffer ditch to be 1.4-1.6m and controlling the depth of the soil-squeezing buffer ditch to be 1.8-2.2 m.
4. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: before, during and after the excavation of the soil-squeezing buffer trench, monitoring is carried out on four-corner walls, middle walls and column bases of the horizontal warehouse in the construction process, and horizontal displacement is mainly monitored.
5. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: in the process of pressing the concrete pipe pile, the length of each section of the pile is controlled to be 5-8m, and the pile pressing speed is controlled to be 2 m/min.
6. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: the pile pressing sequence is that the construction is from the wall side to the middle, divide the pile pressing area into two parts of bilateral symmetry, during pile pressing, pile pressing is started from the juncture of the two parts, then pile pressing is carried out from the left part close to the three side edges of the existing building wall, then pile pressing is carried out inside the left part, during pile pressing is carried out inside the left part, pile pressing is carried out in rows in sequence, and the pile pressing starting point is not broken to return, then pile pressing is carried out on the right part according to the same method, and pile pressing needs to be continuous.
7. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: and when pile pressing construction is carried out within the range of 2-3 rows of piles close to the existing building wall, the number of the pressed piles per day is controlled to be 8-10, and when pile pressing construction is carried out in the middle part, the number of the pressed piles per day is controlled to be 10-15.
8. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: when detecting, adopt and install the balancing weight additional on pile pressing equipment, use pile pressing equipment repression to check whether pile body bearing capacity satisfies the design requirement.
9. The construction method for increasing the pile foundation in the existing building according to claim 1, wherein the method comprises the following steps: the bottom end of the tubular pile is borne on the strongly weathered sandy mudstone.
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