CN211713982U

CN211713982U - Deep backfill infilled wall foundation structure

Info

Publication number: CN211713982U
Application number: CN201922316198.5U
Authority: CN
Inventors: 王保杰; 董孝明; 吕超; 王珺; 齐鹏飞; 孙大虎
Original assignee: Shandong Tanki Industry & Commerce Group Co ltd
Current assignee: Shandong Tanki Industry & Commerce Group Co ltd
Priority date: 2019-12-21
Filing date: 2019-12-21
Publication date: 2020-10-20
Anticipated expiration: 2029-12-21

Abstract

A deep backfill filler wall foundation structure belongs to the technical field of building construction. Include rock layer (1), backfill soil layer (2) and infilled wall (6) that set gradually by supreme down, its characterized in that: still include ground roof beam (7), support column and constructional column (3), the both ends of infilled wall (6) all are provided with constructional column (3) rather than linking to each other, and the lower extreme of constructional column (3) supports on rock layer (1), and ground roof beam (7) set up infilled wall (6) downside, and ground roof beam (7) independently set up with constructional column (3), and the support column lower extreme links to each other with rock layer (1), and the upper end links to each other with ground roof beam (7). This deep backfill infilled wall foundation structure makes the slight settlement that the foundation backfill produced after finishing backfilling can not exert an influence to the fracture of bed course, infilled wall, very big improvement the quality and the security of engineering, avoided the pipeline deformation, the infilled wall fracture condition that cause because of the backfill subsides.

Description

Deep backfill infilled wall foundation structure

Technical Field

A deep backfill filler wall foundation structure 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 to-be-solved technical problem of the utility model is: the defects of the prior art are overcome, and the deep backfill filler wall foundation structure capable of avoiding the problems of cracking of the cushion layer and the filler wall and the like caused by backfill settlement is provided.

The utility model provides a technical scheme that its technical problem adopted is: this deep backfill infill wall foundation structure includes rock layer, backfill soil layer and infill wall by supreme setting gradually down, its characterized in that: still include ground roof beam, support column and constructional column, the both ends of infilled wall all are provided with the constructional column that links to each other rather than, and the lower extreme of constructional column supports on the rock layer, and the ground roof beam sets up the infilled wall downside, and the ground roof beam independently sets up with the constructional column, and the support column lower extreme links to each other with the rock layer, and the upper end links to each other with the ground roof beam.

Preferably, the lower sides of the two ends of the ground beam are provided with supporting columns.

Preferably, the support columns are vertically arranged steel pipe piles.

Preferably, the lower ends of the supporting columns extend into the rock layer.

Preferably, the upper end of the support column stretches into the ground beam, the depth of the support column stretching into the ground beam is more than or equal to 100mm, and a steel base plate is arranged between the upper end of the support column and the ground beam.

Preferably, the thickness of the steel backing plate is more than or equal to 10mm, the steel backing plate is a square plate, and the width of the steel backing plate is 50mm larger than the diameter of the support column.

Preferably, isolation layers are arranged between the two ends of the ground beam and the constructional columns on the corresponding sides.

Preferably, the isolation layer is a heat insulation plate, and the thickness of the isolation layer is 10 mm.

Preferably, the upside on backfill soil layer be provided with the concrete cushion, the grade beam setting is at the concrete cushion downside to link to each other with the concrete cushion, the infilled wall setting is at the concrete cushion upside.

Compared with the prior art, the utility model discloses the beneficial effect who has is:

1. this deep backfill infilled wall foundation structure's grade beam and constructional column 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 quality of ramming and filling, 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 have 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 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 support columns are arranged on the lower sides of the two ends of the ground beam, so that the ground beam can be reliably supported.

3. The support column is the steel-pipe pile of vertical setting, has guaranteed the bending strength of support column, supports reliably to the grade beam.

4. The support column lower extreme stretches into the rock layer, has guaranteed that the support column is fixed reliable.

5. In the upper end of support column stretched into the grade beam, guaranteed to support reliably to the grade beam, the joint strength between steel backing plate can strengthen support column and the grade beam.

6. 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

Fig. 1 to 2 are preferred embodiments of the present invention, and the present invention will be further explained with reference to fig. 1 to 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 specific embodiments, however, it will be understood by those skilled in the art that the detailed description given herein with respect to the drawings is for better explanation and that the present invention is necessarily to be construed as limited to those embodiments, and equivalents or common means thereof will not be described in detail but will fall 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 is less than or equal to 2 percent; 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.

While the invention has been described with reference to a preferred embodiment, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention. However, any simple modification, equivalent change and modification made to the above embodiments according to the technical substance of the present invention still belong to the protection scope of the technical solution of the present invention.

Claims

1. The utility model provides a deep backfill infill wall foundation structure, includes rock layer (1), backfill soil layer (2) and infill wall (6) by supreme setting gradually down, its characterized in that: still include ground roof beam (7), support column and constructional column (3), the both ends of infilled wall (6) all are provided with constructional column (3) rather than linking to each other, and the lower extreme of constructional column (3) supports on rock layer (1), and ground roof beam (7) set up infilled wall (6) downside, and ground roof beam (7) independently set up with constructional column (3), and the support column lower extreme links to each other with rock layer (1), and the upper end links to each other with ground roof beam (7).

2. The deep backfill infill wall foundation structure of claim 1, wherein: and support columns are arranged on the lower sides of the two ends of the ground beam (7).

3. The deep backfill infill wall foundation structure according to claim 1 or 2, wherein: the support column is a vertically arranged steel pipe pile (5).

4. The deep backfill infill wall foundation structure according to claim 1 or 2, wherein: the lower ends of the supporting columns extend into the rock layer (1).

5. The deep backfill infill wall foundation structure according to claim 1 or 2, wherein: the upper end of support column stretch into in ground roof beam (7), the degree of depth more than or equal to 100mm that the support column stretches into in ground roof beam (7), and be provided with the steel backing plate between support column upper end and ground roof beam (7).

6. The deep backfill infill wall foundation structure of claim 5, wherein: the thickness of the steel backing plate is more than or equal to 10mm, the steel backing plate is a square plate, and the width of the steel backing plate is 50mm larger than the diameter of the support column.

7. The deep backfill infill wall foundation structure of claim 1, wherein: isolation layers (8) are arranged between the two ends of the ground beam (7) and the constructional columns (3) on the corresponding sides.

8. The deep backfill infill wall foundation structure of claim 7, wherein: the isolation layer (8) be the heated board, the thickness of isolation layer (8) is 10 mm.

9. The deep backfill infill wall foundation structure of claim 1, wherein: the upside of backfill soil layer (2) be provided with the concrete cushion, grade beam (7) set up at the concrete cushion downside to link to each other with the concrete cushion, infilled wall (6) set up in the concrete cushion upside.