CN215594041U - Steel flower tubular pile envelope suitable for upper soft hard stratum - Google Patents
Steel flower tubular pile envelope suitable for upper soft hard stratum Download PDFInfo
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- CN215594041U CN215594041U CN202121068785.8U CN202121068785U CN215594041U CN 215594041 U CN215594041 U CN 215594041U CN 202121068785 U CN202121068785 U CN 202121068785U CN 215594041 U CN215594041 U CN 215594041U
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Abstract
The utility model provides a steel flower pipe pile enclosure structure suitable for a stratum with a soft upper part and a hard lower part, which comprises a crown beam; high-pressure rotary spraying piles are arranged along the crown beams in an overlapping mode, and steel floral tubes are arranged in the high-pressure rotary spraying piles; a steel reinforcement cage is inserted into the steel perforated pipe, and the steel reinforcement cage comprises a main steel bar inserted into the steel perforated pipe and vertically arranged along the steel perforated pipe and a hoop inserted into the steel perforated pipe and vertically arranged with the steel perforated pipe; the top of the steel perforated pipe extends into the crown beam, and the steel perforated pipe, the crown beam stirrups and the tie bars are arranged in a staggered manner on the plane; the steel perforated pipe is internally inserted with main reinforcements, the steel perforated pipe extends out of the steel perforated pipe and is bent towards the horizontal direction at the top of the steel perforated pipe, the steel perforated pipe which is horizontally bent on the adjacent steel perforated pipe is internally inserted with the main reinforcements which are mutually welded and connected, the steel perforated pipe is vertically and alternately arranged on the horizontally bent plane, and the horizontally bent plane of the steel perforated pipe which is internally inserted with the main reinforcements is positioned in the crown beam. The utility model has the advantages of low comprehensive cost, small occupied space and the like on the basis of ensuring the strength and the rigidity of the enclosure structure.
Description
Technical Field
The utility model relates to the technical field of capital construction, in particular to a steel flower pipe pile enclosure structure which is suitable for shallow foundation pit engineering with an upper soft soil foundation in a slightly weathered rock stratum.
Background
The foundation pit enclosure structure mainly comprises underground continuous walls, cast-in-situ bored piles, piles in an SMW construction method, steel sheet piles, slope-laying and soil nailing walls and the like.
The underground continuous wall is a concrete wall in underground soil formed by excavating deep grooves under a slurry retaining wall by using special grooving equipment and then pouring concrete by using a reinforcement cage. The disadvantages are high cost, need of mud wall protection during construction, proper treatment of mud, and environmental impact.
The cast-in-situ bored pile is widely used in foundation pit support, and the support structure is reinforced concrete pile body. The clay is convenient to penetrate through, has good pore-forming effect on common cohesive soil, filling soil, mucky soil, sandy soil and the like, and is not suitable for broken stone clay. The method has the defects that the method does not have water stopping capability, water is stopped by the auxiliary water stopping curtain, the water stopping effect of the deep foundation pit has a great relationship with the construction process and the soil condition of the water stopping curtain, and the construction risk is relatively large.
The SMW pile is a continuous soil-retaining and water-stopping structure formed by inserting H-shaped steel into deep mixing piles which are meshed with each other, the surface of the H-shaped steel can be recycled after being coated with an antifriction agent, and the SMW pile has a good using effect in a sandy stratum with high water permeability.
The scheme of slope releasing and soil nailing wall adopts a soil nailing wall as a main supporting system, soil nails adopt phi 25 steel bars (backfilling soil and a sand layer can be replaced by phi 48 steel perforated pipes), end heads adopt phi 16 'well' shaped steel bars to be welded and connected with a phi 8 steel bar mesh, and large-mouth well dewatering is adopted for auxiliary construction.
The steel sheet pile supporting structure is one of plate supporting structures, and is one kind of hot rolled or cold bent section steel with locking notch or jaw, which are connected and meshed to form continuous steel sheet pile wall for retaining soil and water and is not suitable for hard rock stratum.
The underground diaphragm wall and the cast-in-situ bored pile are used as an enclosure structure, have large rigidity and small deformation, have small influence on adjacent buildings and underground pipelines, are generally used for foundation pits with the depth of more than 15 meters, are suitable for most soil layers and have high manufacturing cost; the SMW construction method pile and the steel sheet pile are used as a surrounding structure, have small rigidity and large deformation, have certain influence on adjacent buildings and underground pipelines, are generally used for foundation pits with the depth of less than 10 meters, are suitable for soft soil strata and have high manufacturing cost; the soil nailing wall has small rigidity and large deformation, has great influence on adjacent buildings and underground pipelines, has the depth of a foundation pit not more than 12m, is suitable for most soil layers, has low manufacturing cost and large occupied space.
In the stratum with plain filling soil at the upper part and medium and slightly weathered rocks at the lower part, the cost for excavating some medium and small-scale foundation pits, such as using an underground continuous wall or a cast-in-situ bored pile as a building enclosure, is high, the rock cost is required to be added for constructing the underground continuous wall and the cast-in-situ bored pile in a hard rock stratum, and the construction cost is very high. The steel sheet pile or the pile in the SMW construction method is adopted as the enclosure structure, the problems of difficult drilling and inserting and driving of hard rock strata and the like can occur, the construction speed is slow, and the section steel in the steel sheet pile and the pile in the SMW construction method is easy to generate large deformation, so that the safety of a foundation pit is not facilitated. If the roads around the foundation pit are narrow and the underground pipelines are dense, the scheme of slope releasing and soil nailing wall excavation is adopted, a large amount of construction sites are occupied, traffic disintegration and pipeline moving and changing are difficult to implement, and the project cannot be propelled.
Based on the defects, in the technical field of capital construction, an improved enclosure structure of shallow foundation pit engineering located in a slightly weathered rock stratum and limited by site space is needed.
Disclosure of Invention
The utility model aims to provide a steel flower pipe pile enclosure structure suitable for a soft upper layer and a hard lower layer, and aims to solve the problems that the enclosure structures such as diaphragm walls and drilled piles are high in construction cost, a construction site is limited and has no slope condition, and a hard rock layer steel sheet pile or a pile in an SMW construction method is difficult to pile.
The utility model provides the following technical scheme:
the steel flower pipe pile enclosure structure is suitable for a stratum with a soft upper part and a hard lower part and comprises a crown beam; high-pressure rotary spraying piles are arranged along the crown beams in an overlapping mode, and steel floral tubes are arranged in the high-pressure rotary spraying piles; a steel reinforcement cage is inserted into the steel perforated pipe, and the steel reinforcement cage comprises a main steel bar inserted into the steel perforated pipe and vertically arranged along the steel perforated pipe and a hoop inserted into the steel perforated pipe and vertically arranged with the steel perforated pipe; the top of the steel perforated pipe extends into the crown beam, and the steel perforated pipe, the crown beam stirrups and the tie bars are arranged in a staggered manner on the plane; the steel perforated pipe is internally inserted with main reinforcements, the steel perforated pipe extends out of the steel perforated pipe and is bent towards the horizontal direction at the top of the steel perforated pipe, the steel perforated pipe which is horizontally bent on the adjacent steel perforated pipe is internally inserted with the main reinforcements which are mutually welded and connected, the steel perforated pipe is vertically and alternately arranged on the horizontally bent plane, and the horizontally bent plane of the steel perforated pipe which is internally inserted with the main reinforcements is positioned in the crown beam. Through the structural design among the steel perforated pipe, the main ribs inserted in the steel perforated pipe and the crown beam, enough structural stability can be provided for the whole enclosure structure, and the whole enclosure structure is high in rigidity and not prone to deformation.
At least one steel perforated pipe is arranged in each high-pressure rotary jet grouting pile, and the steel perforated pipes are uniformly distributed along the crown beam in at least two rows; preferably, the center position of the cross section of the steel perforated pipe is located on a diameter perpendicular to the extension direction of the crown beam on the cross section of the high-pressure jet grouting pile, and two steel perforated pipes are symmetrically arranged on the diameter (embodiment 1 below) or are alternately arranged on two symmetrical positions on the diameter (embodiment 2 below).
The steel flower tube inner inserted stirrups are internally connected with the steel flower tube inner inserted main reinforcements, so that the steel flower tube inner inserted main reinforcements are uniformly arranged close to the periphery of the inner wall of the steel flower tube, and the steel flower tube inner inserted stirrups are uniformly arranged along the vertical direction of the steel flower tube; preferably, 4-8 main steel bars are inserted into the steel perforated pipe, and the vertical distance between the hooping inserted into the steel perforated pipe is 150-300 mm.
The support structure requires enough support strength, the steel flower tube embedding depth is required to be 0.3-0.6 times of the depth of the foundation pit, the steel flower tube pile is inserted into the middle and slightly weathered rock surface and is not less than 3m, and the length of the rotary jet grouting pile is larger than that of the steel flower tube pile and is not less than 1 m; further, cement mortar is poured into the steel flower tube, and a support (which can be a concrete support or a steel support) is arranged at the crown beam; the anchor rods are arranged on the overlapped parts of the adjacent high-pressure jet grouting piles along the intersection points, and the anchor rods penetrate into the net jet concrete between the high-pressure jet grouting piles, so that the supporting strength is further improved.
The steel perforated pipe is vertically divided into sections, the joints of the sections of steel perforated pipes are connected in a mode of welding auxiliary stiffening plates, and the weld joints at the joints are preferably located in rock strata.
Wherein, the perpendicularity error of the steel perforated pipe is within 1/200, and the deformation is within 10 mm.
The steel flower tube is provided with grouting holes, the grouting holes are arranged in a quincunx shape, and the diameter of each hole is 20 mm; and grouting cement mortar in the steel perforated pipe is completed through the grouting pipe penetrating into the center of the steel perforated pipe and the grouting hole in the steel perforated pipe.
And a retaining wall is arranged above the crown beam along the periphery of the crown beam.
The utility model also provides a construction method of the steel flower tubular pile envelope structure suitable for the stratum with soft upper part and hard lower part, which comprises the following steps: firstly, measuring the pile position of a high-pressure jet grouting pile, positioning a drilling and spraying integrated machine, and drilling according to the designed pile position to form a drilled hole; secondly, high-pressure jet grouting is carried out, and high-pressure jet grouting piles are constructed according to the designed depth; before the high-pressure jet grouting pile is not hardened, determining the center line of the steel perforated pipe, and drilling the steel perforated pipe; a steel bar cage consisting of a steel flower pipe inserted main reinforcement and a steel flower pipe inserted stirrup is inserted into the steel flower pipe, the joints are firmly welded and sink into the steel flower pipe hole; inserting a grouting pipe into the steel flower pipe, and grouting to a designed elevation; cutting off the part above the designed elevation of the steel perforated pipe, and welding the tops of the main ribs inserted into the steel perforated pipe after horizontally bending; finally, binding a crown beam steel bar, pouring a crown beam, and constructing a retaining wall on the upper part of the crown beam; excavating a soil body to the lower part of the first support, and applying the soil body as the first support; and excavating the soil body to the bottom of the foundation pit and constructing the main body structure.
Compared with the prior art, the steel flower tubular pile enclosure structure suitable for the stratum with the upper soft layer and the lower hard layer, provided by the utility model, has the following advantages:
1. the tops of the main ribs inserted into the phase steel flower tubes in the form of the enclosure structure are horizontally bent and then welded with each other along the longitudinal direction and the transverse direction of the crown beams respectively, so that the stability of the enclosure structure can be enhanced.
2. In the form of the enclosure structure, the crown beam steel perforated pipes, the crown beam stirrups and the tie bars are arranged in a staggered manner on the plane, so that the shear forces in the vertical direction and the horizontal direction can be jointly borne, the integral cooperative stress is realized, and the rigidity of the enclosure structure can be improved.
3. Compared with the ground connecting wall or the drilled pile, the enclosure structure has low comprehensive cost on the basis of ensuring the structural strength, is applied to shallow foundation pit engineering with the depth of less than 10 meters, and can greatly reduce the engineering cost.
4. Compared with steel sheet piles and SMW construction method piles, the enclosure structure is more suitable for medium-weathering and slightly-weathering rock stratums, and has the advantages of higher construction speed, higher rigidity and better deformation control effect.
5. Compared with slope excavation, the space occupation range of the enclosure structure is small, and the pressure for traffic relief and pipeline movement is small.
6. The enclosure structure is convenient to construct in a form, and the construction period can be shortened.
7. The form of the enclosure structure has development space and economic benefit, can realize industrialization, and has wide market application prospect.
Drawings
Fig. 1 is a cross-sectional view of a steel flower pipe pile envelope in embodiment 1 of the utility model;
FIG. 2 is a plan view of a high-pressure jet grouting pile and a steel flower tube according to example 1 of the present invention;
FIG. 3 is a plan view of a crown beam and a steel tube in accordance with example 1 of the present invention;
FIG. 4 is a schematic cross-sectional view of a steel flower tube of the present invention;
FIG. 5 is a schematic view of a steel ferrule grouting hole of the present invention;
FIG. 6 is a schematic view of the connection of the steel perforated pipe and the crown beam of the present invention;
FIG. 7 is a plan view of a high-pressure jet grouting pile and a steel flower tube according to example 2 of the present invention;
FIG. 8 is a plan view of a crown beam and a steel tube in accordance with example 2 of the present invention;
reference numerals: 1-high pressure jet grouting pile, 2-steel flower tube, 3-steel flower tube internal inserted main reinforcement, 4-grouting tube, 5-crown beam, 6-sprayed concrete, 7-reinforcement net, 8-crown beam main reinforcement and waist reinforcement, 9-crown beam stirrup and tie bar, 10-retaining wall, 11-support, 12-anchor rod, 13-drilling hole, 14-steel flower tube internal inserted stirrup, 15-grouting hole.
Detailed Description
The technical scheme of the utility model is further explained by combining the attached drawings. It is to be understood that the described embodiments are merely exemplary of the utility model, and not restrictive of the full scope of the utility model. All other embodiments, which can be derived by a person skilled in the art from the examples given herein without any inventive step, are within the scope of the present invention.
Example 1:
as shown in fig. 1, the building envelope comprises high-pressure jet grouting piles, steel floral tubes, internally inserted reinforcement cages, cement mortar in the steel floral tubes, crown beams, sprayed concrete, reinforcing mesh, retaining walls and the like, wherein each high-pressure jet grouting pile comprises 2 steel floral tubes; the pile diameter of the high-pressure jet grouting pile is 800mm, the concrete is sprayed in a net among the piles, the diameter of the steel perforated pipe is 219mm, the wall thickness of the steel perforated pipe is 12mm, the width of the crown beam is 1000mm, and the height of the crown beam is 1000 mm.
Before the jet grouting pile is not hardened, determining the center line of the steel perforated pipe, and drilling the steel perforated pipe hole; a steel reinforcement cage consisting of main reinforcements and stirrups is inserted into the steel perforated pipe, the joints are firmly welded and sink into the drill hole; in the drilling process, if the deviated hole is found, cement paste is backfilled to the position 300-500 mm above the deviated hole, and then the deviated hole is drilled again to ensure that the structural limit meets the requirement.
The perpendicularity error of the steel flower pipe pile is controlled within 1/200, and the deformation is controlled within 10 mm. The joints of the steel perforated pipes are connected in a mode of welding and reinforcing plates. In order to avoid the overlarge stress of the welding seam, the welding seam joint of the steel perforated pipe is preferably positioned in the rock stratum.
The designed elevation of the exposed pile top of the steel perforated pipe pile is not smaller than 800mm, and the part exceeding the designed pile top elevation of the steel perforated pipe pile is cut off before the crown beam is poured.
As shown in fig. 2, the tops of the main bars inserted into the steel perforated pipes are horizontally bent and then welded with each other along the longitudinal direction and the transverse direction of the crown beam respectively, lap welding or rib welding is adopted, the diameter of the steel bar is not less than 10 times by single-side welding, and the diameter of the steel bar is not less than 5 times by double-side welding.
As shown in FIG. 3, the steel perforated pipe, the hoop reinforcements and the tie reinforcements of the crown beam are arranged in a staggered manner on the plane, the distance between the hoop reinforcements and the tie reinforcements is determined by combining the diameter of the steel pipe, and the distance range is 200-300 mm.
As shown in fig. 4, the diameter of the steel perforated pipe is 219mm, the wall thickness of the steel perforated pipe is 12mm, the diameter of the twisted steel bar is 22mm, and the diameter of the grouting pipe is 50 mm; steel reinforcement cage is inserted to the steel flower pipe to cement mortar pours into, and interior steel reinforcement cage owner muscle hugs closely steel flower pipe inner wall and evenly arranges all around, and this owner muscle root is 4, and inboard steel reinforcement cage stirrup is along vertical evenly arranging, and vertical interval 150 ~ 300mm, and the slip casting pipe that pours into cement mortar arranges steel flower pipe center in.
As shown in figure 5, the grouting holes of the steel flower tubes are arranged in a quincunx shape, and the diameter of each hole is 20 mm.
As shown in fig. 6, the steel perforated pipe is located inside the main rib and the waist rib of the crown beam, and the steel perforated pipe is tightly combined with the steel bar of the crown beam.
The embedded depth of the enclosure structure is 0.3-0.6 times of the depth of a foundation pit, the steel flower pipe pile is inserted into a medium and slightly weathered rock surface and is not less than 3m, the length of the jet grouting pile is greater than that of the steel flower pipe pile and is not less than 1m, and a concrete support or a steel support is arranged at the position of a crown beam. If the depth of the foundation pit is close to 10 meters, a second support can be additionally arranged.
Example 2:
in comparison with example 1, as shown in fig. 7 and 8, the steel perforated pipes in example 2 are arranged in a quincunx pattern.
For a foundation pit with the depth of 10 meters (wherein 4 meters at the upper part is plain filling soil, 6 meters at the lower part is medium stroke argillaceous siltstone) and the width of 8 meters, the foundation pit is not suitable to adopt an SMW construction method pile and a steel sheet pile as a support structure. When the underground diaphragm wall, the cast-in-situ bored pile, the slope-laying wall, the soil nail wall and the steel flower pipe pile are respectively adopted as the building envelope, the earth and stone volume, the engineering cost, the occupied area and the ground surface settlement are compared as shown in the following table, wherein the scheme data of the underground diaphragm wall is taken as the cardinal number and considered according to 1.
| Comparison of protocols | Underground continuous wall | Cast-in-situ bored pile | Slope-releasing and soil nailing wall | Steel flower pipe pile |
| Volume of earth and stone | 1.00 | 1.00 | 2.25 | 1.00 |
| Engineering cost | 1.00 | 0.92 | 0.72 | 0.66 |
| Floor area | 1.00 | 1.13 | 3.42 | 0.81 |
| Surface subsidence | 1.00 | 1.15 | 1.55 | 1.23 |
According to the analysis, the steel flower pipe piles are adopted in the 10-meter deep foundation pit with the upper soft stratum and the lower hard stratum, so that the construction cost is low, the occupied area is small, and the control of surface subsidence is good.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily make changes or substitutions within the technical scope of the present invention, and the present invention shall be covered by the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. A steel flower pipe pile enclosing structure suitable for a stratum with soft upper part and hard lower part comprises a crown beam (5); the method is characterized in that high-pressure rotary spraying piles (1) are arranged along the crown beam (5) in an overlapping mode, and steel perforated pipes (2) are arranged in the high-pressure rotary spraying piles (1); a steel reinforcement cage is inserted in the steel flower tube (2), and the steel reinforcement cage comprises a steel flower tube inner inserted main reinforcement (3) vertically arranged along the steel flower tube (2) and a steel flower tube inner inserted stirrup (14) vertically arranged with the steel flower tube (2); the top of the steel perforated pipe (2) extends into the crown beam (5), and the steel perforated pipe (2), the crown beam stirrups and the tie bars (9) are arranged on the plane in a staggered manner; the steel floral tube inner inserted main ribs (3) extend out of the steel floral tube (2) and are bent towards the horizontal direction at the top of the steel floral tube (2), the steel floral tube inner inserted main ribs (3) which are horizontally bent on the adjacent steel floral tubes (2) are welded and connected with each other and are vertically and alternately arranged on the horizontally bent plane, and the horizontally bent plane of the steel floral tube inner inserted main ribs (3) is positioned in the crown beam (5).
2. The steel perforated pipe pile envelope applicable to the upper soft and lower hard stratum according to claim 1, wherein at least one steel perforated pipe (2) is arranged in each high-pressure jet grouting pile (1), and the steel perforated pipes (2) are uniformly distributed in at least two rows along the crown beam (5).
3. The steel perforated pipe pile envelope applicable to the upper soft and lower hard ground is characterized in that the center position of the section of the steel perforated pipe (2) is located on the diameter perpendicular to the extension direction of the crown beam (5) on the section of the high-pressure jet grouting pile (1), and the two steel perforated pipe piles are symmetrically arranged on the diameter or are alternately arranged on the two symmetrical positions on the diameter.
4. The steel flower pipe pile envelope applicable to the upper soft and lower hard stratum according to claim 1, wherein the steel flower pipe inner inserted stirrups (14) are internally connected with the steel flower pipe inner inserted main reinforcements (3), so that the steel flower pipe inner inserted main reinforcements (3) are uniformly arranged on the periphery of the inner wall of the steel flower pipe (2) in a tightly attached mode, and the steel flower pipe inner inserted stirrups (14) are uniformly arranged in a vertical mode along the steel flower pipe (2).
5. The steel perforated pipe pile envelope structure suitable for the upper soft and lower hard stratum as claimed in claim 4, wherein the number of the steel perforated pipe inner inserted main ribs (3) is 4-8, and the vertical spacing of the steel perforated pipe inner inserted stirrups (14) is 150-300 mm.
6. The steel flower pipe pile enclosure structure suitable for the upper soft and lower hard stratum according to claim 1 is characterized in that as the enclosure structure requires enough supporting strength, the embedding depth of the steel flower pipe (2) is required to be 0.3-0.6 times of the depth of a foundation pit, the steel flower pipe pile is inserted into a middle and slightly weathered rock surface and is not less than 3m, and the length of the jet grouting pile is greater than that of the steel flower pipe pile and is not less than 1 m; further, cement mortar is poured into the steel perforated pipe (2), and a support (11) is arranged at the position of the crown beam (5); the net-spraying concrete (6) among the high-pressure rotary-spraying piles (1) is characterized in that anchor rods (12) are arranged on the overlapped parts of the adjacent high-pressure rotary-spraying piles (1) along the intersection point positions, and the anchor rods (12) penetrate into the net-spraying concrete (6) among the high-pressure rotary-spraying piles (1).
7. The steel perforated pipe pile envelope structure suitable for the upper soft and lower hard stratum as claimed in claim 1, wherein the steel perforated pipe (2) is vertically sectioned, the joint of each section of the steel perforated pipe is connected by welding and auxiliary stiffening plates, and the weld joint at the joint is located in the rock stratum.
8. The steel perforated pipe pile envelope applicable to the upper soft and lower hard ground layers as claimed in claim 1, wherein the verticality error of the steel perforated pipe (2) is within 1/200, and the deformation is within 10 mm.
9. The steel perforated pipe pile envelope applicable to the upper soft and lower hard stratum as claimed in claim 1, wherein grouting holes (15) are arranged on the steel perforated pipe (2), the grouting holes (15) are arranged in a quincunx shape, and the diameter of the opening is 20 mm.
10. The steel flower pipe pile envelope applicable to the soft upper and hard lower strata of claim 1, wherein a retaining wall (10) is arranged above the crown beam (5) along the periphery of the crown beam (5).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121068785.8U CN215594041U (en) | 2021-05-18 | 2021-05-18 | Steel flower tubular pile envelope suitable for upper soft hard stratum |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121068785.8U CN215594041U (en) | 2021-05-18 | 2021-05-18 | Steel flower tubular pile envelope suitable for upper soft hard stratum |
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| CN215594041U true CN215594041U (en) | 2022-01-21 |
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| CN202121068785.8U Active CN215594041U (en) | 2021-05-18 | 2021-05-18 | Steel flower tubular pile envelope suitable for upper soft hard stratum |
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