CN113802721B - Deep foundation pit and outer wall integrated structure and construction method - Google Patents
Deep foundation pit and outer wall integrated structure and construction method Download PDFInfo
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- CN113802721B CN113802721B CN202111113842.4A CN202111113842A CN113802721B CN 113802721 B CN113802721 B CN 113802721B CN 202111113842 A CN202111113842 A CN 202111113842A CN 113802721 B CN113802721 B CN 113802721B
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- 238000010276 construction Methods 0.000 title claims abstract description 60
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 159
- 239000010959 steel Substances 0.000 claims abstract description 159
- 239000011449 brick Substances 0.000 claims abstract description 28
- 239000000463 material Substances 0.000 claims abstract description 20
- 238000000034 method Methods 0.000 claims abstract description 18
- 238000000465 moulding Methods 0.000 claims abstract description 11
- 210000002219 extraembryonic membrane Anatomy 0.000 claims description 42
- 239000012528 membrane Substances 0.000 claims description 15
- 210000004379 membrane Anatomy 0.000 claims description 13
- 230000008569 process Effects 0.000 claims description 8
- 238000004064 recycling Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 239000010410 layer Substances 0.000 description 55
- 238000009415 formwork Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 239000011159 matrix material Substances 0.000 description 3
- 238000004078 waterproofing Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
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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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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Abstract
The invention discloses a construction method of an integrated structure of an external wall of a deep foundation pit, which is characterized in that a spigot-and-socket steel column is used for replacing a retaining wall constructional column, a retaining wall is built on the outer side of a basement external wall by two layers of prefabricated brick moulding beds, a waterproof coiled material is laid between the two layers of prefabricated brick moulding beds, and a template can be fixed by pre-embedding a split connecting piece in the inner layer of the prefabricated brick moulding bed retaining wall to form a wall for pouring the external wall, so that a space for pouring the external wall is formed. According to the method, firstly, the construction amount can be prevented from being increased by arranging the inclined struts before the outer wall is poured, the stability, the pressure resistance and the verticality of the prefabricated brick moulding bed wall body are enhanced by using the steel columns, and meanwhile, the number of the socket type steel columns is small, so that the distance between the supporting structure and the socket type steel columns is not limited by the small construction space any more when the distance between the supporting structure and the socket type steel columns is adjusted to be less than 0.8 m; secondly, the steel columns and other constructional columns are flexible to assemble and disassemble, and the construction amount is greatly reduced; thirdly, the construction method greatly reduces the dependence on the space outside the outer wall, thereby greatly reducing the construction amount. The construction method of the invention not only can greatly save the construction period, but also can lead the design of the foundation pit to be more flexible and more economical.
Description
Technical Field
The invention relates to the field of construction of external walls of deep foundation pits of buildings, in particular to an integrated structure of the external walls of the deep foundation pits and a construction method.
Background
The construction of the traditional deep foundation pit basement exterior wall is to meet the basic requirements of the operation space of workers, at least 1.2m of operation surface distance needs to be reserved between the side wall of the support pile and the reserved space of the basement exterior wall according to the actual depth of the foundation pit, so that the basic requirements of the operation space of working conditions such as installation and disassembly of an exterior wall template, exterior wall waterproofing and protection layer construction, scaffold erection and the like can be met relevantly, the erection of a template support in the traditional construction process is shown in figure 2, an exterior wall side line is firstly bounced on a cushion layer, constructional columns 30 are erected on the inner boundary and the outer boundary of the exterior wall, and then a template enclosing wall for pouring the exterior wall 16 is fixed based on the constructional columns 30.
Therefore, in the support design stage, a certain operation space, namely 1.2m-1.5m, must be ensured, the design width can be convenient for installing formwork enclosing walls on the inner side and the outer side of the outer wall sideline in a wide place, the distance between the inner side formwork enclosing wall and the outer side formwork enclosing wall is controlled by using the opposite-pulling screw rods, and the wide place is also convenient for the evacuation of constructors. If the deviation appears when receiving place restriction or lateral wall fender pile construction, the operation space will reduce, and there is the reduction of the operation face that the actual reservation was compared with the operation face that the design was reserved in addition often in the actual work progress many, so the construction condition at this moment is very unfavorable to above-mentioned current outer wall construction method construction, finally causes very big negative effects to engineering quality and construction safety.
On the other hand, in the construction process of the existing outer wall, firstly, the reserved space between the supporting pile and the outer wall of the basement is too large, so that the excavation amount and the backfill amount of the earth are directly increased, and the construction cost is increased; secondly, the working procedures are more, and the lapping of the front working procedure and the rear working procedure is influenced by narrow space, so that the working efficiency is not high, and the adverse effect is generated on the construction of the basement.
In order to solve the above problems, as shown in fig. 3, cn109736353b discloses a construction method for a composite single-side supporting formwork deep foundation pit basement exterior wall, but the method has the following problems: 1. the prefabricated protection wall upper section and the prefabricated protection wall lower section need to be connected with an enclosure structure through adjustable pull-connecting pieces to keep the perpendicularity of the prefabricated protection wall, a waterproof structure is arranged on one side, opposite to the enclosure structure, of the prefabricated protection wall, in order to avoid the situation that the waterproof structure is not tightly sealed locally, an adjusting structure of the adjustable pull-connecting pieces can only be arranged on one side, facing the enclosure structure, of the prefabricated protection wall, the distance between the prefabricated protection wall and the enclosure structure needs to be controlled to be 1.2m, so that workers can enter the gap for construction, the perpendicularity of the whole prefabricated protection wall can be kept only through large number of the adjustable pull-connecting pieces, the engineering quantity is large, the operation space is narrow, in the actual situation, due to the fact that the prefabricated protection wall has a collapse risk, the workers lack of a spacious escape channel when working in the area, the workers are collided by the workers, and the scheme is not used as a preferred scheme; 2. one side of the waterproof structure back to the enclosure structure needs to be constructed to clamp a wall for protection, and the strength of the waterproof structure is weak, so that a formwork for pouring the clamp wall is difficult to prevent from collapsing by pulling a connecting piece. For the above reasons, CN109736353B is only used as a technique on paper, but it is often not adopted in practice because of too great construction difficulty, and a more traditional construction method is adopted.
Disclosure of Invention
The invention aims to provide an integrated structure of an outer wall of a deep foundation pit and a construction method, which can improve the construction efficiency of the outer wall of the basement of the deep foundation pit, change the traditional construction method of the outer wall of the basement, greatly accelerate the whole construction progress and reduce the construction cost of the foundation pit.
In order to implement the technical purpose, the invention adopts the following technical scheme:
a construction method for an integrated structure of an external wall of a deep foundation pit comprises the following steps:
step 1, pouring a bottom plate cushion layer in a foundation pit, pouring an annular bearing platform on the upper surface of the cushion layer along the supporting side wall of the foundation pit, uniformly distributing bearing holes on the edge of the inner side of the annular bearing platform, and enabling the distances between all the bearing holes and the supporting side wall to be equal;
step 2, inserting a steel column into each bell and spigot hole, connecting the supporting side wall and the steel column through an adjustable pull-connection assembly, and adjusting the verticality of the steel column;
step 4, with the surface of all the steel columns, which faces away from the supporting side wall, as a boundary, building a prefabricated brick moulding bed from the bottom to the top of the cushion layer to be embedded into the lower side notch of the I-steel above, and building the prefabricated brick moulding bed from the top to the top of the upper side notch of the I-steel to reach the elevation of the top plate of the underground structure, so as to form an outer side moulding bed retaining wall;
step 5, paving waterproof coiled materials on the upper surface of the cushion layer, paving the waterproof coiled materials upwards along the outer side tire mold retaining wall, covering one side, back to the supporting side wall, of I-shaped steel in each layer of ring beam, continuously paving the waterproof coiled materials upwards along the outer side tire mold retaining wall until the height of the waterproof coiled materials exceeds the height of the top plate of the first layer of underground structure, forming a waterproof layer, and mutually lapping each adjacent waterproof coiled materials in the waterproof layer;
step 7, paving a structural bottom plate above the waterproof coiled material on the cushion layer on the inner periphery of the inner side fetal membrane retaining wall, uniformly anchoring a plurality of drag hooks into one side of the inner side fetal membrane retaining wall, which is opposite to the supporting side wall, to form an array, bouncing an outer wall boundary line on the structural bottom plate, building an enclosure wall along the outer wall boundary line by using a template, hooking a drag hook ring on the inner side fetal membrane retaining wall by using one end of a drag screw in the building process, screwing the other end of the drag screw through a through hole in the enclosure wall by using a butterfly buckle, simultaneously adjusting the drag screw, and reinforcing the finished enclosure wall;
step 8, pouring an outer wall between the enclosing wall and the inner side moulding bed retaining wall;
the adjustable draw-connection assembly comprises an adjusting screw rod and an adjustable butt support, one end of the adjusting screw rod is inserted into a threaded sleeve embedded in the supporting side wall, the other end of the adjusting screw rod penetrates through the upper end of the steel column to be fixedly connected with the steel column, the adjustable butt support comprises a jacking support and a steel pipe which are fixed on the supporting side wall, the steel column and a sleeve, and a screw rod matched with the two ends of the steel pipe is arranged on one side, opposite to the jacking support, of the pair of jacking supports.
Furthermore, the steel column comprises a sleeve and a steel core inserted into the sleeve, and one end of the adjusting screw, which is far away from the supporting side wall, penetrates through the upper end of the sleeve and is fixedly connected with the sleeve; and 8, after the concrete pouring of the basement outer wall is finished, dismantling the adjusting screw rod, and pulling out the steel core from the sleeve for recycling.
In the step 2, arranging one adjustable diagonal brace at a height which is no more than 2.0m away from the cushion layer along the height direction of the steel column, arranging an adjusting screw rod at a position which is 60cm higher than the elevation of each layer of underground floor slab at one end of the adjustable diagonal brace for supporting the side wall and the other end of the adjustable diagonal brace for supporting the steel column, inserting one end of the adjusting screw rod into a threaded sleeve embedded in the supporting side wall, and tightly connecting the other end of the adjusting screw rod with the steel column through the upper end of the steel column or tightly connecting the other end of the adjusting screw rod with a sleeve through the upper end of the sleeve, and controlling the verticality of the steel column through adjusting a nut of the adjusting screw rod at one side of the steel column,
the beneficial effects of the invention are:
1. the method can enable the whole supporting system to be designed close to the supporting side wall of the basement, and the steel columns close to the supporting side wall are utilized to enhance the stability, the compressive resistance and the verticality of the prefabricated brick moulding bed wall, so that inclined struts are prevented from being arranged before the outer wall is poured, the perimeter of the supporting system is reduced, the number of supporting piles and the earthwork construction amount are saved, and the construction cost is reduced.
2. The adjustable tie-in component is arranged between the steel column and the supporting side wall, on one hand, workers can stand on the side surface of the steel column, namely between the supporting side wall and the outer side fetal membrane retaining wall for operation, so that the construction space is large, on the other hand, the distance between the steel column and the supporting side wall can be adjusted to be less than 0.4m, the distance between the outer side fetal membrane retaining wall and the supporting side wall can be adjusted to be 0.8m, namely, the workers can stand on the side surface of the steel column for operation, and the requirement on an outer side construction operation surface is reduced.
2. The method can reduce the number of the adjustable pulling-connecting components, reduce the construction amount and shorten the construction time.
3. After the outer wall is poured, the steel column and other constructional columns are flexibly assembled and disassembled, and construction quantity is greatly reduced.
4. According to the invention, the enclosure wall exerts a pulling force on the inner side tire membrane retaining wall through the counter-pulling screw rod, the inner side tire membrane retaining wall exerts a pulling force on the I-shaped steel fixed on the steel column, and the I-shaped steel is fixed by the adjustable pull-joint component and the socket hole, so that the enclosure wall can keep flat and same perpendicularity when an outer wall is poured.
Generally, the construction method can greatly save the construction period and can lead the design of the foundation pit to be more flexible and more economical.
Drawings
FIG. 1 is a schematic structural view of a vertical cut node of the present invention;
FIG. 2 is a schematic diagram of conventional construction of an outer wall of a deep foundation pit;
FIG. 3 is a schematic diagram of a template support structure during pouring of an outer wall of a deep foundation pit in the prior art;
FIG. 4 is a top view of a steel column 6 of the present invention;
wherein, 1-waterproof coiled material; 2-pulling the screw rod; 3-ring beam; 4-inner side fetal membrane retaining wall; 5-outside fetal membrane retaining wall; 6-steel column; 7-adjusting the screw; 81-steel pipe; 9-pulling the shackle; 10-a connector; 11-supporting the side wall; 12-a structural backing plate; 13-a socket hole; 14-a cushion layer; 15-an annular cushion cap; 16-an outer wall; 17-a template; 18-main keel; 19-a secondary keel; and 20-jacking.
Detailed Description
The following describes in detail embodiments of the present invention with reference to the drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
The utility model provides a deep basal pit outer wall integral type structure, includes steel column 6, inboard fetal membrane barricade 4, outside fetal membrane barricade 5, waterproofing membrane 1, circle roof beam 3, outer wall 16, bed course 14, structure bottom plate 12, template 17, annular cushion cap 15.
Wherein, the cushion layer 14 is tiled on the ground of the foundation pit, the annular cushion platform 15 is poured around the upper surface of the cushion layer 14 along the supporting side wall 11 of the foundation pit, the steel columns 6 are inserted in socket holes 13 formed in the annular cushion platform 15, all the socket holes 13 are uniformly distributed for a circle along the annular cushion platform 15, the distance between the socket holes and the supporting side wall 11 is equal, the supporting side wall 11 and the steel columns 6 are connected through adjustable tie-in components and the verticality of the steel columns 6 is adjusted, a plurality of I-shaped steels are horizontally arranged into a plurality of circles along one side of all the steel columns 6 opposite to the supporting side wall 11 to form a plurality of layers of ring beams 3, the I-shaped steels in each layer of ring beams 3 are installed in equal height, the height between each layer of ring beam 3 or between the ring beams 3 and the cushion layer 14 is not more than 3m, each I-shaped steel is connected with a connecting piece 10 with one end embedded in the steel column 6, the prefabricated brick moulding bed takes one surface of all the steel columns 6 opposite to the supporting side wall 11 as a boundary, building a lower side notch embedded with the upper I-steel from bottom to top from an upper side notch of a cushion layer 14 or the I-steel or reaching the elevation of a top plate of an underground structure to form an outer side die-cast retaining wall 5, wherein the distance between the outer side die-cast retaining wall 5 and a supporting side wall 11 is not more than 1m, a waterproof layer is laid on one side of the waterproof layer 1 facing the foundation pit along the outer side die-cast retaining wall 5, a ring beam 3 and the cushion layer 14, adjacent waterproof layers 1 in the waterproof layer are mutually staggered, a prefabricated brick die-cast is built from the upper side notch of the waterproof layer 1 or the I-steel on the cushion layer 14 to the lower side notch embedded with the upper I-steel or reaches the elevation of the top plate of the underground structure to form an inner side die-cast 4 by taking the outer side die-cast retaining wall 5 as a boundary, the total thickness of the inner side die-cast retaining wall 4 and the outer side die-cast retaining wall 5 in each layer is matched with the notch width of the I-steel, the inner side die-cast wall 4 and the outer side die-cast wall 5 clamp the waterproof layer 1, each layer of ring beam 3 is connected with each layer of inner side fetal membrane retaining wall 4 and outer side fetal membrane retaining wall 5 and steel column 6 into a whole along the circumferential direction of the foundation pit, the structural bottom plate 12 is laid above the waterproof coiled material 1 on the cushion layer 14 on the inner periphery of the inner side fetal membrane retaining wall 4, all the inner side fetal membrane retaining walls 4 back to one side of the supporting side wall 11 are pre-embedded with the pull hook ring 9, the template 17 is parallel to the inner side fetal membrane retaining walls 4 and is spliced into a fence for pouring from bottom to top from the structural bottom plate 12, the fence and the inner side fetal membrane retaining walls 4 are connected through the pull screw rods 2 and the verticality of the fence is adjusted, one end of each pull screw rod 2 is embedded into the pull hook ring 9, the other end penetrates through holes in the fence and is fastened by fasteners, and an outer wall 16 is poured between the fence and the inner side fetal membrane retaining walls 4.
In this embodiment, as shown in fig. 4, the steel column 6 includes a sleeve 61 and a steel core 62 inserted into the sleeve 61, and the connecting member 10 is a "7" shaped hook, and the curved portion of the "7" shaped hook is embedded in the steel column 6 or embedded in the sleeve 61. Draw with adjustable and connect subassembly including adjusting screw 7, adjustable to propping, the one end of adjusting screw 7 inserts and inlays in the swivel nut of strutting lateral wall 11, and the other end passes steel column 6 upper end and steel column 6 fastening connection, or the other end passes sleeve 61 upper end and sleeve 61 fastening connection, and adjustable to propping is including fixing top support 20, steel pipe 81 on strutting lateral wall 11 and steel column 6, sleeve 61, and one side that a pair of top support 20 is relative is equipped with the screw rod with steel pipe 81 both ends complex.
The enclosure also comprises a main keel 18 and a secondary keel 19, and the template 17, the secondary keel 19 and the main keel 18 are matched with each other to splice into the enclosure. One side of the opposite-pulling screw rod 2 hooks the pulling hook ring 9 on the inner side fetal membrane retaining wall 4, and the other side of the opposite-pulling screw rod 2 passes through the through hole on the enclosing wall and then is fastened by a butterfly fastener.
The steel column 6 can be formed by connecting multiple sections of steel columns 6 through connectors.
In this embodiment, on one hand, when the adjustable tie-in component is arranged between the steel column 6 and the supporting side wall 11, a worker can stand on the side surface of the steel column 6 for operation, so that the construction space is large, and the worker does not need to stand between the steel column 6 and the supporting side wall 11, so that the distance between the steel column 6 and the supporting side wall 11 can be adjusted to be less than 0.4m (not enough to accommodate one person), and the distance between the outer side membrane retaining wall 5 and the supporting side wall 11 can be adjusted to be less than 0.8 m;
on the other hand, the method that the adjustable tie-in component in the prior art CN109736353B is directly connected with the outer side tire membrane retaining wall and the supporting side wall to adjust the perpendicularity of the outer side tire membrane retaining wall is changed into the method that the adjustable tie-in component is directly connected with the steel column 6 and the supporting side wall 11 and the perpendicularity of the outer side tire membrane retaining wall 5 is adjusted by the steel column 6 and the ring beam 3, so that the number of the adjustable tie-in components is reduced, the construction amount is reduced, and the construction time is shortened; the outer side tire membrane retaining wall 5 and the inner side tire membrane retaining wall 4 are connected by the ring beam 3 to form a straight whole which is close to the steel column 6, the structure is firm, the collapse is not easy to happen, the waterproof coiled material 1 covers the inner side surfaces of the outer side tire membrane retaining wall 5, the ring beam 3 and the cushion layer 14, the waterproof coiled material is protected, and the position with poor sealing is not easy to exist; inboard fetal membrane barricade 4 and template 17 are through drawing screw rod 2 reciprocal anchorage, when pouring outer wall 16 between the two, can keep template 17 not to shift, prevent to leak thick liquid, empty, inboard fetal membrane barricade 4, template 17, outer wall 16 is through drawing screw rod 2 and collar tie 3 even for the straight whole near steel column 6 together, saved promptly in template 17 one side of strutting lateral wall 11 dorsad and set up the huge construction volume of bracing structure, the integral flatness after outer wall 16 pours has also been guaranteed, outside fetal membrane barricade 5 atress leads to waterproofing membrane 1 to be torn when still having avoided pouring.
The scheme of this embodiment has solved interior masonry outer wall of traditional foundation ditch for reserving more operation spaces, has to increase the problem of the earthwork volume that the foundation ditch excavated, has still solved among the prior art other schemes, and the construction volume is big, and the construction environment is hard, the problem that the operation workman contradicts.
The construction method of the deep foundation pit and outer wall integrated structure comprises the following steps:
(1) Firstly, pouring a bottom plate cushion layer 14 in a foundation pit, bouncing a 15 side line of an annular cushion cap, wherein the distance between the 15 side line of the annular cushion cap and a supporting side wall 11 is not more than 1m, pouring the annular cushion cap 15 around the upper surface of the cushion layer 14 along the supporting side wall 11 and the 15 side line of the foundation pit, presetting bearing insertion holes 13 along the edge of the inner side of the annular cushion cap 15, uniformly arranging all the bearing insertion holes 13 for a circle along the annular cushion cap 15, and enabling the bearing insertion holes to be equal to the distance between the supporting side wall 11;
(2) A steel column 6 is inserted into each bearing hole 13, the supporting side wall 11 and the steel column 6 are connected through an adjustable pull-connection assembly, and the verticality of the steel column 6 is adjusted;
(3) Horizontally arranging a plurality of I-shaped steels into a plurality of rings along one side of each steel column 6, which is back to the supporting side wall 11, to form a plurality of layers of ring beams 3, wherein the I-shaped steels in each layer of ring beams 3 are equal in height, the heights of the ring beams 3 or the ring beams 3 and the cushion layer 14 are not larger than 3m, and each I-shaped steel is fixed through a connecting piece 10 with one end embedded into the steel column 6;
(4) Building a prefabricated brick matrix from the cushion layer 14 from bottom to top to a lower side notch embedded with an upper I-shaped steel and building a prefabricated brick matrix from bottom to top to reach the elevation of a top plate of an underground structure from the upper side notch of the I-shaped steel by taking one side of each steel column 6 back to the supporting side wall 11 as a boundary to form an outer side matrix retaining wall 5;
(5) The upper surface of the cushion layer 14 is tiled with the waterproof rolls 1, the waterproof rolls 1 are then laid upwards along the outer side tire membrane retaining wall 5, and are continuously laid upwards along the outer side tire membrane retaining wall 5 by bypassing one side of each layer of ring beam 3 back to the supporting side wall 11 until the height of the top plate of the underground structure is exceeded, so as to form a waterproof layer, and every two adjacent waterproof rolls 1 in the waterproof layer are staggered with each other;
(6) Building a prefabricated brick film from bottom to top from a waterproof coiled material 1 on a cushion layer 14 to a lower side notch embedded with an upper I-shaped steel by taking the outer side film retaining wall 5 as a boundary, or building the prefabricated brick film from bottom to top from an upper side notch of the I-shaped steel to reach the elevation of a top plate of an underground structure to form an inner side film retaining wall 4, wherein the total thickness of the inner side film retaining wall 4 and the outer side film retaining wall 5 in each layer is matched with the width of the notch of the I-shaped steel;
(7) A structural bottom plate 12 is laid above a waterproof coiled material 1 on a cushion layer 14 on the inner periphery of an inner side film retaining wall 4, a plurality of pull hook rings 9 are evenly anchored into one side of the inner side film retaining wall 4, which is opposite to a supporting side wall 11, to form an array, an outer wall boundary is bounced on the structural bottom plate 12, an enclosing wall formed by mutually matching and splicing a template 17, a secondary keel 19 and a main keel 18 is built along the outer wall boundary, one side of a counter-pull screw rod 2 is hooked on the pull hook rings 9 on the inner side film retaining wall 4 in the building process, the other side of the counter-pull screw rod 2 penetrates through a through hole in the enclosing wall and then is fastened by a butterfly fastener, and meanwhile, the counter-pull screw rod is adjusted to finish the enclosing wall reinforcement of a basement outer wall 16;
(8) And pouring an outer wall 16 between the enclosing wall and the inner side fetal membrane retaining wall 4.
After the step (8), after the concrete pouring of the outer wall of the basement is completed, the earthwork backfilling process can be performed only by recovering the steel column 6 and the adjustable butt brace, wherein the steel column 6 comprises the sleeve 61 and the steel core 62 inserted into the sleeve 61, the steel core 62 is only required to be pulled out of the sleeve 61 for recovery, and then the adjustable butt brace is recovered.
Arranging the bearing holes 13 every 2.0-3.0 m on the inner side of the annular bearing platform 15 in the step (1);
in the step (1), an adjustable butt support is arranged at a position which is not more than 2.0m away from the cushion layer 14 along the height direction of the steel column 6, one end of the adjustable butt support supports the side wall, the other end of the adjustable butt support supports the steel column, an adjusting screw 7 is arranged at a position 60cm higher than the elevation of each layer of underground floor slab, one end of the adjusting screw 7 is inserted into a screw sleeve embedded in the supporting side wall 11, the other end of the adjusting screw passes through the upper end of the steel column 6 and is fixedly connected with the steel column 6, or the other end of the adjusting screw passes through the upper end of a sleeve 61 and is fixedly connected with the sleeve 61, the verticality of the steel column 6 is well controlled through adjusting a screw cap of the adjusting screw 7 at one side of the steel column 6, and the multiple sections of steel column 6 can be connected with each other through a plug-in piece, so that the length is extended.
Preferably, the outer side fetal membrane retaining wall is 5cm thick and 0.6m by 3m prefabricated brick fetal membrane is selected; the inner side film retaining wall 4 is 10-12 cm thick, a 0.6m 3m prefabricated brick film is selected, and a pulling hook ring 9 is embedded in the prefabricated brick film. All prefabricated brick fetal membranes lower mouths all reserve 1.5cm of depth, 5 centimeters wide connection notch, and the upper mouths all reserve 1.5cm of depth, 5 centimeters wide connection lug, and prefabricated brick fetal membranes are respectively interlock each other.
Adjustable bracing device, one end props and struts lateral wall 11, and the other end props steel column 6, strengthens the side direction resistance to compression bearing capacity at 6 middle parts of steel column, and 6 one sides of steel column are hugged closely and are built good outside fetal membrane barricade 5, play the effect of constructional column in the brickwork wall in other words.
Preferably, the steel column 6 sets up a collar tie 3 every 3 layers along the direction of height, collar tie 3 sets up the "7" font drag hook of diameter C16 with the steel column 6, connecting piece 10 promptly, after outside fetal membrane barricade 5 and inboard fetal membrane barricade 4 build by laying bricks or stones and accomplish, the knot of two-layer fetal membrane barricade of multiplicable steel column 6 pair, the stability of fetal membrane barricade has been strengthened jointly in the setting of steel column 6 and collar tie 3, the inboard fetal membrane barricade that is close to the basement outer wall sets up a pre-buried bail 9 every 0.5m along height and length direction, the enclosure of following building by laying bricks or stones is connected through counter-pulling screw rod 2 with the bail 9, and keep the enclosure level and smooth, prevent to take place the deformation when 16 concrete placement of outer wall.
Preferably, the steel pipe in the adjustable counter support is composed of a phi 48 multiplied by 3mm and a jacking with the diameter of 30.
Preferably, the square steel is 150 × 150-200 × 200mm thick 10mm, the diameter of the screw is 32mm, the square steel is implanted into the side wall of the support to be effectively connected with the square steel column, and the screw caps penetrating through two ends of the square steel adjustable screw are used for adjusting the square steel column to control the verticality of the square steel column;
preferably, set up one adjustable device of propping up along square steel column up every no longer than 2m at the bottom plate, one end props a fender pile, and the other end props square steel column, strengthens the side direction resistance to compression bearing capacity at square steel column middle part, and good brick fetal membrane barricade of building by laying bricks or stones is hugged closely to square steel column one side, plays the effect of constructional column in the brickwork wall in other words.
The construction method innovatively adopts a flexible construction method of the steel column connection node structure and the basement outer wall integrated structure, not only can enhance the stability of the basement fetal membrane retaining wall, but also can complete outer wall waterproof and protective layer construction before outer wall concrete pouring, only needs to dismantle a steel column and an adjustable tie-in component in the later stage, and is quick in steel column recycling and convenient and fast in splitting. The construction scheme has great advantages in the construction process of the outer wall of the deep foundation pit, a large amount of cost and resources can be saved, the speed is increased, the efficiency is improved, and the whole process of the construction of the outer wall of the basement is accelerated.
The above-mentioned embodiments of the present invention of the integrated structure and construction method for the external wall of the deep foundation pit are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the scope of the claims of the present invention.
Claims (3)
1. A construction method for an integrated structure of an external wall of a deep foundation pit is characterized by comprising the following steps:
step 1, pouring a bottom plate cushion layer (14) in a foundation pit, pouring an annular cushion cap (15) on the upper surface of the cushion layer (14) along a foundation pit supporting side wall (11), uniformly distributing bearing holes (13) on the edge of the inner side of the annular cushion cap (15), wherein the distances between all the bearing holes (13) and the supporting side wall (11) are equal;
step 2, inserting a steel column (6) into each bearing hole (13), connecting a supporting side wall (11) and the steel column (6) through an adjustable pulling and connecting assembly, and adjusting the verticality of the steel column (6);
step 3, horizontally arranging a plurality of I-shaped steels into a plurality of circles along one side of each steel column (6) back to the supporting side wall (11) to form a plurality of layers of ring beams (3), wherein the I-shaped steels in each layer of ring beam (3) are equal in height, one end of each I-shaped steel is embedded into each steel column (6), and the I-shaped steels are fixed on the steel columns (6) through connecting pieces (10);
step 4, with the surface of each steel column (6) back to the supporting side wall (11) as a boundary, building a prefabricated brick template from bottom to top on a cushion layer (14) to a lower side notch embedded with an upper I-shaped steel, and building the prefabricated brick template from bottom to top from an upper side notch of the I-shaped steel to reach the elevation of a top plate of an underground structure to form an outer side template retaining wall (5);
step 5, paving the waterproof coiled materials (1) on the upper surface of the cushion layer (14), paving the waterproof coiled materials (1) upwards along the outer side tire membrane retaining wall (5), covering one side, back to the supporting side wall (11), of I-shaped steel in each layer of ring beam (3), continuously paving the waterproof coiled materials upwards along the outer side tire membrane retaining wall (5) until the height of the top plate of the underground structure is exceeded, forming a waterproof layer, and mutually lapping each adjacent waterproof coiled material (1) in the waterproof layer;
step 6, taking the outer side fetal membrane retaining wall (5) as a boundary, building a prefabricated brick fetal membrane from bottom to top from a waterproof coiled material (1) on the cushion layer (14) to a lower side notch embedded in the upper I-shaped steel, or building the prefabricated brick fetal membrane from bottom to top from an upper side notch of the I-shaped steel to reach the elevation of a top plate of an underground structure to form the inner side fetal membrane retaining wall (4), wherein the total thickness of the inner side fetal membrane retaining wall (4) and the outer side fetal membrane retaining wall (5) in each layer is matched with the width of the notch of the I-shaped steel;
step 7, a structural bottom plate (12) is laid above the waterproof coiled material (1) on the cushion layer (14) on the inner periphery of the inner side fetal membrane retaining wall (4), a plurality of pull hook rings (9) are evenly anchored into one side, back to the supporting side wall (11), of the inner side fetal membrane retaining wall (4) to form an array, the structural bottom plate (12) bounces an outer wall boundary line, a fence is built by using a template (17) along the outer wall boundary line, one end of a counter-pull screw (2) is hooked on the pull hook rings (9) on the inner side fetal membrane retaining wall (4) in the building process, the other end of the counter-pull screw (2) penetrates through a through hole in the fence and then is fastened by using a butterfly fastener, the counter-pull screw (2) is adjusted at the same time, and the fence reinforcement is completed;
step 8, pouring an outer wall (16) between the enclosing wall and the inner side moulding bed retaining wall (4);
the adjustable draw-connection assembly comprises an adjusting screw rod (7) and an adjustable butt support, one end of the adjusting screw rod (7) is inserted into a threaded sleeve embedded in the supporting side wall (11), the other end of the adjusting screw rod penetrates through the upper end of a steel column (6) to be fixedly connected with the steel column (6), the adjustable butt support comprises a jacking support (20) and a steel pipe (81) which are fixed on the supporting side wall (11) and the steel column (6), and screw rods matched with the two ends of the steel pipe (81) are arranged on one side, opposite to the jacking support (20).
2. The construction method of the deep foundation pit and external wall integrated structure as claimed in claim 1, wherein the steel column (6) comprises a sleeve (61) and a steel core (62) inserted into the sleeve (61), and after the step 8, the concrete pouring of the basement external wall is completed, the adjusting screw (7) is removed, and the steel core (62) is pulled out from the sleeve (61) for recycling.
3. The construction method of an integrated structure for an exterior wall of a deep foundation pit according to claim 2, wherein in the step 2, the adjustable bracing is arranged at a height not more than 2.0m away from the cushion layer (14) along the height direction of the steel column (6), the adjustable bracing supports one end of the supporting side wall (11), the other end of the supporting steel column (6), the adjusting screw (7) is arranged at a position 60cm higher than the elevation of each underground floor, one end of the adjusting screw (7) is inserted into a screw sleeve embedded in the supporting side wall (11), the other end of the adjusting screw passes through the upper end of the steel column (6) and is tightly connected with the steel column (6), or the other end of the adjusting screw passes through the upper end of the sleeve (61) and is tightly connected with the sleeve (61), and the verticality of the steel column (6) is controlled by adjusting the screw cap of the adjusting screw (7) at one side of the steel column (6).
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| CN106968269B (en) * | 2017-05-22 | 2018-11-16 | 中冶建工集团有限公司 | A kind of basement Retaining wall method based on brick fetal membrane moulding wall |
| JP7386095B2 (en) * | 2020-02-26 | 2023-11-24 | 株式会社竹中工務店 | Underground structure construction method |
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Address after: Wuhan Construction Engineering Science and Technology Center, No. 409 Zhuanyang Avenue, Wuhan Economic and Technological Development Zone, Hubei Province, 430058 Patentee after: WUHAN CONSTRUCTION ENGINEERING Co.,Ltd. Address before: 430023 Wuhan Construction Engineering building, East Square of Hankou railway station, Jianghan District, Wuhan City, Hubei Province Patentee before: WUHAN CONSTRUCTION ENGINEERING Co.,Ltd. |