CN110924404A - Construction method for deep backfill filling wall foundation - Google Patents
Construction method for deep backfill filling wall foundation Download PDFInfo
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- CN110924404A CN110924404A CN201911331723.9A CN201911331723A CN110924404A CN 110924404 A CN110924404 A CN 110924404A CN 201911331723 A CN201911331723 A CN 201911331723A CN 110924404 A CN110924404 A CN 110924404A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- General Engineering & Computer Science (AREA)
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Abstract
A construction method for a deep backfill filling wall foundation belongs to the technical field of building construction. The method is characterized in that: the method comprises the following steps: step 1) arranging a steel pipe pile (5) positioning line and a control line of a ground beam (7) on a backfill soil layer (2); step 2), drilling pile holes in the backfill soil layer (2) and the rock layer (1), and extending the steel pipe pile (5) into the pile holes; step 3), pouring cement paste into the steel pipe pile (5); step 4), digging soil according to the position of the ground beam control line, cleaning and leveling to form a ground beam pouring cavity, and arranging separation layers between the ground beam pouring cavity and the backfill soil layer (2) and between the ground beam pouring cavity and the structural column (3); step 5), binding the ground beam reinforcing steel bars and the cushion layer reinforcing steel bars, and pouring concrete to form a ground beam (7) and a cushion layer; and 6) building a filler wall (6) on the cushion layer. The construction method for the foundation of the deep backfill filling wall avoids the situations of pipeline deformation and cracking of the filling wall caused by backfill settlement.
Description
Technical Field
A construction method for a deep backfill filling wall foundation belongs to the technical field of building construction.
Background
In the current building engineering, particularly in multi-storey public buildings, most of the foundation of one-storey filler wall masonry engineering is not backfilled; and the backfill depth is thick, the foundation backfill soil slightly settles along with the time lapse after the backfill is finished, so that the problems of cracking of a cushion layer and a filling wall and the like are caused, and the quality and the safety of the engineering are influenced.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the method overcomes the defects of the prior art, and provides a deep backfill filling wall foundation construction method which can avoid the problems of cracking of a cushion layer and a filling wall and the like caused by backfill settlement.
The technical scheme adopted by the invention for solving the technical problems is as follows: the construction method of the deep backfill filling wall foundation is characterized in that: the method comprises the following steps:
step 1) arranging a steel pipe pile positioning line and a control line of a ground beam on a backfill soil layer, and determining the center of the steel pipe pile;
step 2) drilling pile holes in the backfill soil layer and the rock layer, and extending the steel pipe pile into the pile holes, wherein a plurality of through holes are formed in the steel pipe pile at intervals along the length direction;
step 3) pouring cement slurry into the steel pipe pile until the cement slurry is discharged from the top end of the steel pipe pile;
step 4) after the cement paste is solidified, digging soil according to the position of a ground beam control line, cleaning and leveling to form a ground beam pouring cavity, arranging separation layers between the ground beam pouring cavity and a backfill soil layer and between the ground beam pouring cavity and a structural column, and positioning the upper end of the steel pipe pile in the ground beam pouring cavity;
step 5), binding the ground beam reinforcing steel bars and the cushion layer reinforcing steel bars, and pouring concrete to form the ground beam and the cushion layer;
and 6) building a filler wall on the cushion layer, wherein the filler wall is positioned above the ground beam.
Preferably, the diameter of the through hole on the steel pipe pile in the step 2) is 25mm, and the distance between every two adjacent through holes is 500 mm.
Preferably, the pile hole drilling process in the step 2) adopts slurry to protect the wall, and the volume weight of the clay slurry is 1.1-1.25 g/cm3。
Preferably, when the depth of the pile hole in the step 2) is less than 30m, the hole inclination is less than or equal to 2%; when the depth of the pile hole is less than 50m, the hole inclination is less than or equal to 1%.
Preferably, the cement slurry in the step 3) is 42.5R cement slurry, the water cement ratio is 1:0.5, and additives and admixtures are added into the cement slurry.
Preferably, the length of the steel pipe pile in the ground beam pouring cavity in the step 4) is greater than or equal to 100 mm.
Preferably, a square steel backing plate is arranged at the upper end of the steel pipe pile in the step 3) or the step 4), the thickness of the steel backing plate is greater than or equal to 10mm, and the width of the steel backing plate is 50mm larger than the diameter of the steel pipe pile.
Preferably, colored cloth strips are arranged between the ground beam pouring cavity and the backfill soil layer and between the ground beam pouring cavity and the structural column in the step 4) to form the separation layer.
Preferably, an isolation layer is arranged between the ground beam and the structural column in the step 5).
Preferably, the isolation layer is the heated board, and the thickness of isolation layer is 10 mm.
Compared with the prior art, the invention has the beneficial effects that:
1. the ground beam and the constructional column of the deep backfill filling wall foundation construction method are independently arranged, the integral design is used as an independent supporting system, new load is prevented from being added to an original structure, the structural quality and the safety of the original design are guaranteed, due to the adoption of the independent structural system, the factors such as once backfill thickness, tamping quality, compaction coefficient and later settlement of ultra-deep backfill cannot influence the structure of the structural slab cushion layer, the integral stability of the cushion layer is guaranteed, subsequent processes are carried out, the construction progress, the construction quality, the structural safety of engineering and the like are guaranteed in a controllable mode, and the subsequent maintenance cost of engineering can be greatly reduced. The ground cushion layer and the filler wall foundation have independence, even if the slight settlement generated by the foundation backfill after the backfill is completed along with the time can not influence the cracking of the cushion layer and the filler wall, the quality and the safety of the engineering are greatly improved, the support column is reliably connected with the rigid ground, and the situations of pipeline deformation and filler wall cracking caused by the settlement of the backfill are avoided.
2. The diameter of the through-hole of steel-pipe pile is 25mm, and the interval of every two adjacent through-holes is 500mm, makes grout can all pack closely when the grout is in the pipe wall of steel-pipe pile inside and outside, forms the steel-pipe pile, and the bending strength of steel-pipe pile is big.
3. The mud dado is adopted in the drilling of the pile hole, so that the hole collapse phenomenon in the drilling process of the pile hole can be prevented.
4. When the depth of the pile hole is less than 30m, the slope of the pile hole is less than or equal to 2%, and when the depth of the pile hole is less than 50m, the slope of the hole is less than or equal to 1%, so that the perpendicularity of the steel pipe pile is ensured, and the support strength of the steel pipe pile to the ground beam is further ensured.
5. The depth that the steel-pipe pile stretches into the ground beam and pours the intracavity is more than or equal to 100mm, has guaranteed the joint strength of steel-pipe pile and ground beam, and then has guaranteed that the combination of steel-pipe pile to ground beam is firm reliable.
6. The steel backing plate can strengthen the connection strength between the support column and the ground beam.
7. The isolation layer can avoid adding new load to the original structure, and the structural quality and the safety of the original design are guaranteed.
Drawings
Fig. 1 is a schematic structural view of a foundation structure of a deep backfill filling wall.
Fig. 2 is a partially enlarged view of a portion a in fig. 1.
In the figure: 1. the rock stratum 2, backfill soil layer 3, constructional column 4, base 5, steel-pipe pile 6, infilled wall 7, ground beam 8, isolation layer.
Detailed Description
FIGS. 1-2 illustrate preferred embodiments of the present invention, and the present invention will be further described with reference to FIGS. 1-2.
The utility model provides a deep backfill infilled wall foundation structure, include by the rock layer 1 that supreme set gradually down, backfill soil layer 2 and infilled wall 6, still include grade beam 7, support column and constructional column 3, the both ends of infilled wall 6 all are provided with the constructional column 3 that links to each other rather than, the lower extreme of constructional column 3 supports on rock layer 1, grade beam 7 sets up 6 downside of infilled wall, grade beam 7 sets up with constructional column 3 independently, the support column lower extreme links to each other with rock layer 1, the upper end links to each other with grade beam 7. This deep backfill infilled wall foundation structure's grade beam 7 and constructional column 3 independent setting, the global design is as an independent support system, the new load of original structure increase has been avoided, the structural quality and the security of original design have been guaranteed, owing to adopt the independent structure system, the once backfill thickness of super deep backfill, the ramming quality, the compaction coefficient, factors such as later stage subsides can't produce the influence to structural slab bed course structure, the overall stability of bed course has been guaranteed, subsequent process goes on, the construction progress, construction quality, the structural safety of engineering etc. all has controllable assurance, the follow-up maintenance cost of engineering also can reduce by a wide margin. The ground cushion layer and the filler wall foundation have independence, even if the foundation backfill is slightly settled after the backfill is completed, the crack of the cushion layer and the filler wall 6 cannot be influenced, the quality and the safety of the engineering are greatly improved, the support column is reliably connected with the rigid ground, and the situations of pipeline deformation and filler wall crack caused by the settlement of the backfill are avoided.
The present invention is further described with reference to the following detailed description, however, it should be understood by those skilled in the art that the detailed description given herein with respect to the accompanying drawings is for better explanation and that the present invention is not necessarily limited to the specific embodiments, but rather, for equivalent alternatives or common approaches, may be omitted from the detailed description, while still remaining within the scope of the present application.
Specifically, the method comprises the following steps: as shown in FIGS. 1-2: and a backfill soil layer 2 is arranged on the upper side of the rock layer 1, and a vertical filling wall 6 is arranged on the upper side of the backfill soil layer 2. The two ends of the filler wall 6 are symmetrically provided with the constructional columns 3, and the two ends of the filler wall 6 are respectively connected with the constructional columns 3 on the corresponding sides. The constructional column 3 is arranged vertically.
The upper end of the constructional column 3 is flush with the top of the filling wall 6, and the lower end of the constructional column penetrates through the backfill soil layer 2 and then is connected with the rock layer 1. Every 3 bottoms of constructional column all are provided with base 4, and the bottom sectional area of base 4 is greater than the sectional area at top, and the upper portion of base 4 links to each other with constructional column 3, and the bottom setting is in rock layer 1 to the intensity height of constructional column 3 has been guaranteed.
The upside of backfill soil layer 2 is provided with the concrete cushion (not drawn in the figure), and grade beam 7 sets up at the concrete cushion downside to link to each other with the concrete cushion, infilled wall 6 sets up at the concrete cushion upside.
The ground beam 7 is arranged under the filler wall 6, the ground beam 7 is horizontally arranged in the backfill soil layer 2, the ground beam 7 is arranged between the constructional columns 3 on two sides, and the bottom of the filler wall 6 is supported on the upper side of the ground beam 7. The support column has two of setting in the ground roof beam 7 both ends downside, and the lower extreme of support column passes and links to each other with rock layer 1 behind the backfill soil layer 2, and the upper end links to each other with ground roof beam 7 to support ground roof beam 7, avoid leading to infilled wall 6 to ftracture because of the subsidence of backfill soil layer 2. The support column is vertically arranged.
The support column is steel-pipe pile 5, and in steel-pipe pile 5's lower extreme stretched into rock layer 1, the upper end of steel-pipe pile 5 stretched into in the grade beam 7, the degree of depth that steel-pipe pile 5 stretched into in the grade beam 7 was more than or equal to 100 mm. And a steel base plate is arranged between the steel pipe pile 5 and the ground beam 7, so that the connection strength of the steel pipe pile 5 and the rock layer 1 is improved.
After the steel pipe pile 5 is erected, cement slurry is injected outside the steel pipe pile 5, and a proper amount of additives and admixtures are doped into the cement slurry. The outer wall brush of steel-pipe pile 5 has epoxy paint, forms the protective layer, avoids steel-pipe pile 5 to receive the corruption.
The thickness of the steel backing plate is greater than or equal to 10mm, the steel backing plate is a rectangular steel plate, in the embodiment, the steel backing plate is a square steel plate, the side length of the steel backing plate is 50mm larger than the diameter of the steel pipe pile 5, and the connection strength of the steel pipe pile 5 and the ground beam 7 is improved.
The interval sets up between the both ends of grade beam 7 and the constructional column 3 that corresponds the side, and all is provided with isolation layer 8 between the both ends of grade beam 7 and the constructional column 3 that corresponds the side, and isolation layer 8 is the heated board, and isolation layer 8's thickness is 10mm, can enough make constructional column 3 and grade beam 7 separate, can leave the space of expend with heat and contract with cold for grade beam 7 again.
A construction method for a deep backfill filling wall foundation comprises the following steps:
step 1) arranging a positioning line of a steel pipe pile 5 and a control line of a ground beam 7 on a backfill soil layer 2, and determining the center of the steel pipe pile 5;
leveling and compacting the backfill soil layer 2, and releasing a positioning line of the steel pipe piles 5 and a control line of the ground beams 7 on the backfill soil layer 2 so as to avoid dislocation and cheapness phenomena when the steel pipe piles 5 and the ground beams 7 dig the soil, ensuring that the steel pipe piles 5 are arranged at the vertical intersection of the ground beams 7, ensuring that the lower side of each ground beam 7 is provided with at least two steel pipe piles 5, and after determining the positions of the ground beams 7 and the steel pipe piles 5, spreading lime on the upper side of the backfill soil layer 2 so as to mark pile positions.
The axis of pile position is used as the basis and is made a kind stake, and the tolerance deviation of the kind stake is: the error of the distance between every two adjacent piles in the pile group is less than or equal to 20mm, and the error of every two adjacent piles in the single-row pile is less than or equal to 10 mm.
Step 2) drilling pile holes in the backfill soil layer 2 and the rock layer 1, and extending the steel pipe pile 5 into the pile holes, wherein a plurality of through holes are formed in the steel pipe pile 5 at intervals along the length direction;
and drilling a pile hole by using an auger drilling machine, wherein a drill rod is connected once every 2m of depth in the drilling process until the designed effective depth is obtained. The backfill soil layer 2 can adopt methods of mud dado rotary drilling, impact driving into a perforated pipe, impact sleeve pipe drilling, impact rotary drilling, pipe following rotary drilling and the like. The rock layer 1 is drilled by a rotary drilling machine and a diamond bit or a hard alloy bit through clear water; the design allows the use of mud dado rotary drilling. The caliber of the pile hole is larger than the outer diameter of the steel pipe pile 5, so that the steel pipe pile 5 can be ensured to be capable of falling into the pile hole to the designed depth.
When the pile hole is drilled, the horizontal ruler is used for measuring the horizontal position of the machine body and the vertical position of the upright column once when the pile hole is drilled for 5m, so that the vertical drilling is ensured. In the drilling process, slurry is adopted for protecting the wall to prevent hole collapse, and the volume weight of the clay slurry is 1.1-1.25 g/cm3. When the method of drilling and pouring is adopted, a section of drilling is finished, and grouting is performed into the pile hole for a section until the designed depth is reached. And measuring the length of a drill rod and a drilling tool when drilling the final hole of the pile hole, and carrying out in-hole inclination measurement when the hole depth is more than 20 m. When the depth of the pile hole is less than 30m, the hole inclination rateLess than or equal to 2%; when the depth of the pile hole is less than 50m, the hole inclination is less than or equal to 1%.
After drilling, the steel pipe pile 5 is stretched into the pile hole, and epoxy resin paint is brushed on the outer wall of the steel pipe pile 5 to protect the steel pipe pile 5. Through holes are formed in the pipe wall of the steel pipe pile 5, the diameter of each through hole is 25mm, and the distance between every two adjacent through holes is 500 mm.
Step 3) pouring cement paste into the steel pipe pile 5 until the cement paste is ejected from the top end of the steel pipe pile 5;
before grouting into the steel pipe pile 5, the pile hole is flushed by clear water or thinner cement paste, and then grouting is started. Before the rock layer 1 is grouted, clean water and an air compressor are used for washing, after washing, a water pressure test is carried out, and then grouting is started.
The steel pipe pile 5 adopts 42.5R cement paste, and the water cement ratio is 1: 0.5. The grouting pipe needs to be provided with a pressure gauge, the grouting pressure is 0.3Mpa, the water cement ratio is controlled to be not more than 0.5, and one-time grouting is adopted, and the grouting is carried out after the pipe is thrown firstly or the grouting is carried out before the pipe is thrown. Lifting the grouting pipe to 300mm after the grouting pipe is lowered to the bottom of the pile hole, and performing open grouting until pure slurry overflows from an orifice; grouting is started from the bottom of the pile hole, and pulling is carried out while grouting, so that the compactness of the slurry is ensured. And (5) after the slurry body is precipitated and initially solidified, performing slurry supplementing treatment on the inner side and the outer side of the pipe wall in time to enable the pile hole to be completely filled. The cement slurry needs to be added with a proper amount of additives and admixtures to form the composite slurry, and the composite slurry can be determined by tests. And after each hole is grouted, sealing the hole according to the design requirement.
Step 4) after the cement paste is solidified, digging soil according to the position of a ground beam control line, cleaning and leveling to form a ground beam pouring part, arranging separation layers between the ground beam pouring part and a backfill soil layer 2 and between the ground beam pouring part and a constructional column 3, and positioning the upper end of a steel pipe pile 5 in the ground beam pouring part;
after the cement is solidified, earth is dug according to the position of the control line of the ground beam 7, the ground beam is cleaned and leveled to form a ground beam pouring cavity, the ground beam 7 is paved with a separation layer, the ground beam 7 is isolated from the constructional column 3 by adopting color stripe cloth, and the contact part of the ground beam 7 and the backfill soil layer 2 is isolated by adopting the color stripe cloth. The depth that the cavity was pour to 5 upper ends of steel-pipe pile stretched into the grade beam is greater than or equal to 100mm, sets up the steel backing plate between grade beam 7 and the steel-pipe pile 5, and backing plate thickness is greater than or equal to 10mm, and the steel backing plate is square, and the width of steel backing plate is greater than the diameter of steel-pipe pile 5 by 50 mm.
Step 5), binding the ground beam steel bars and the cushion layer steel bars, and pouring concrete to form a ground beam 7 and a cushion layer;
and (3) binding the ground beam reinforcing steel bars, paying attention to that the ground beam reinforcing steel bars are not connected with the constructional column 3, and the ground beam 7 and the steel pipe pile 5 are independent supporting systems. During bed course reinforcement, concrete cushion and 2 contact sites in backfill soil layer adopt various strip cloth to keep apart, even if the backfill later stage produces and subsides and also can not influence the bed course, guarantee the engineering construction quality of bed course. And (5) pouring concrete after the steel bars are bound.
And 6) building a filler wall 6 on the cushion layer, wherein the filler wall 6 is positioned above the ground beam 7.
And building a filler wall 6 on the upper side of the cushion layer, wherein the filler wall 6 is positioned right above the corresponding ground beam 7.
The foregoing is directed to preferred embodiments of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (10)
1. A construction method for a deep backfill filling wall foundation is characterized in that: the method comprises the following steps:
step 1), arranging a steel pipe pile (5) positioning line and a control line of a ground beam (7) on a backfill soil layer (2), and determining the center of the steel pipe pile (5);
step 2), drilling pile holes in the backfill soil layer (2) and the rock layer (1), and extending the steel pipe pile (5) into the pile holes, wherein a plurality of through holes are formed in the steel pipe pile (5) at intervals along the length direction;
step 3), pouring cement paste into the steel pipe pile (5) until the cement paste overflows from the top end of the steel pipe pile (5);
step 4) after the cement paste is solidified, digging soil according to the position of a ground beam control line, cleaning and leveling to form a ground beam pouring cavity, arranging separation layers between the ground beam pouring cavity and a backfill soil layer (2) and between the ground beam pouring cavity and a constructional column (3), and positioning the upper end of a steel pipe pile (5) in the ground beam pouring cavity;
step 5), binding the ground beam reinforcing steel bars and the cushion layer reinforcing steel bars, and pouring concrete to form a ground beam (7) and a cushion layer;
and 6) building a filler wall (6) on the cushion layer, wherein the filler wall (6) is positioned above the ground beam (7).
2. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: the diameter of the through holes on the steel pipe pile (5) in the step 2) is 25mm, and the distance between every two adjacent through holes is 500 mm.
3. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: in the step 2), slurry is adopted for protecting the wall in the process of drilling the pile hole, and the volume weight of the clay slurry is 1.1-1.25 g/cm3。
4. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: when the depth of the pile hole in the step 2) is less than 30m, the hole inclination is less than or equal to 2%; when the depth of the pile hole is less than 50m, the hole inclination is less than or equal to 1%.
5. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: the cement slurry in the step 3) adopts 42.5R cement slurry, the water cement ratio is 1:0.5, and additives and admixtures are added into the cement slurry.
6. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: the length of the steel pipe pile (5) in the ground beam pouring cavity in the step 4) is more than or equal to 100 mm.
7. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: and 3) arranging a square steel base plate at the upper end of the steel pipe pile (5) in the step 4), wherein the thickness of the steel base plate is greater than or equal to 10mm, and the width of the steel base plate is 50mm larger than the diameter of the steel pipe pile (5).
8. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: and 4) arranging colored cloth strips between the ground beam pouring cavity and the backfill soil layer (2) and between the ground beam pouring cavity and the constructional column (3) to form the separation layer.
9. The construction method of the deep backfill filling wall foundation according to claim 1, characterized in that: an isolation layer (8) is arranged between the ground beam (7) and the constructional column (3) in the step 5).
10. The construction method of the deep backfill filling wall foundation according to claim 9, characterized in that: the isolation layer (8) be the heated board, the thickness of isolation layer (8) is 10 mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911331723.9A CN110924404A (en) | 2019-12-21 | 2019-12-21 | Construction method for deep backfill filling wall foundation |
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| CN201911331723.9A CN110924404A (en) | 2019-12-21 | 2019-12-21 | Construction method for deep backfill filling wall foundation |
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| CN112921957A (en) * | 2021-01-22 | 2021-06-08 | 温州城建集团股份有限公司 | Construction method for deep backfill filling wall foundation |
| CN113668588A (en) * | 2021-08-20 | 2021-11-19 | 中建五局土木工程有限公司 | Efficient backfill construction method for large-scale assembled steel plate box factory building foundation |
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