CN111441367A - Strong permeable stratum bottom sealing concrete separate-bin pouring structure and construction method - Google Patents
Strong permeable stratum bottom sealing concrete separate-bin pouring structure and construction method Download PDFInfo
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- 239000004567 concrete Substances 0.000 title claims abstract description 151
- 238000007789 sealing Methods 0.000 title claims abstract description 83
- 238000010276 construction Methods 0.000 title claims abstract description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 60
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 238000003466 welding Methods 0.000 claims description 33
- 239000011440 grout Substances 0.000 claims description 27
- 230000007246 mechanism Effects 0.000 claims description 25
- 230000002787 reinforcement Effects 0.000 claims description 24
- 238000005096 rolling process Methods 0.000 claims description 21
- 238000004519 manufacturing process Methods 0.000 claims description 12
- 239000002002 slurry Substances 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 7
- 238000005086 pumping Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 230000009467 reduction Effects 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 3
- 239000012466 permeate Substances 0.000 claims 1
- 238000005266 casting Methods 0.000 description 15
- 238000001556 precipitation Methods 0.000 description 14
- 238000009412 basement excavation Methods 0.000 description 10
- 230000000694 effects Effects 0.000 description 9
- 238000005192 partition Methods 0.000 description 6
- 238000007569 slipcasting Methods 0.000 description 6
- 239000004575 stone Substances 0.000 description 6
- 238000007667 floating Methods 0.000 description 5
- 230000002265 prevention Effects 0.000 description 5
- 239000000945 filler Substances 0.000 description 4
- 230000006872 improvement Effects 0.000 description 4
- 239000007788 liquid Substances 0.000 description 4
- 239000004576 sand Substances 0.000 description 4
- 239000002994 raw material Substances 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- -1 and simultaneously Substances 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a bottom sealing concrete bin-dividing pouring structure of a strong permeable stratum, which comprises a foundation pit positioned in the strong permeable stratum, wherein an underground continuous wall, a bin dividing wall and bottom sealing concrete are arranged in the foundation pit; the invention also discloses a construction method of the high-permeability stratum bottom-sealing concrete warehouse-dividing pouring structure, which comprises the following steps: the invention divides the foundation pit into a plurality of bins through the bin dividing wall, and the bins are independently poured, thereby reducing the plane size and the pouring thickness of the underwater back cover concrete.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a strong permeable stratum bottom sealing concrete warehouse-dividing pouring structure and a construction method.
Background
With the acceleration of the urbanization process in China, the utilization of underground space resources becomes one of the most important means for solving the problems of traffic congestion and land resource shortage. The excavation depth of the underground foundation pit is deeper and deeper, the foundation pit dewatering becomes one of the most important problems in the engineering design and construction of the deep foundation pit and the ultra-deep foundation pit, especially when the buildings around the foundation pit stand and the pipelines are numerous, the smooth implementation of the foundation pit engineering can be guaranteed only by selecting the dewatering excavation scheme, and meanwhile, the safety of the surrounding buildings and the pipelines is guaranteed to be the key of the design and construction. At present, the common precipitation scheme for deep foundation pit engineering mainly comprises three precipitation modes of precipitation outside a pit, precipitation inside a vertical waterproof curtain pit and precipitation inside a three-dimensional waterproof curtain pit.
The scheme is suitable for foundation pit engineering with deeper underground water level buried depth, simple surrounding environment and no or unnecessary waterproof curtain. The disadvantages are that: precipitation outside the pit is large in precipitation amount, surrounding environment sedimentation and differential sedimentation are likely to be caused, and particularly in regions with deficient underground water resources, serious influence is caused on urban water supply. Along with the increase of foundation ditch excavation degree of depth, precipitation expense, precipitation degree of difficulty increase still can increase the drainage burden of city pipe network by a wide margin simultaneously.
The vertical waterproof curtain pit interior precipitation is suitable for the building envelope and also serves as a waterproof curtain, or the independently arranged waterproof curtain can be inserted into a waterproof layer, so that runoff supply inside the foundation pit is completely isolated. The disadvantages are that: need set up the waterproof curtain alone, if the water barrier buried depth is great, the depth that needs waterproof curtain to insert increases to increase the engineering investment, in case the seepage appears in the waterproof curtain, engineering safety risk is uncontrollable.
The method comprises the steps of pouring water in a three-dimensional waterproof curtain pit, and under the condition that a vertical waterproof curtain can not completely separate a waterproof layer, adopting a pit bottom grouting or underwater bottom sealing concrete mode to separate a vertical runoff channel of a foundation pit to form the three-dimensional waterproof curtain, and then draining underground water in the waterproof curtain by adopting the pit internal precipitation mode. The main problems of the precipitation mode are that 1) under the condition that the grouting effect of the bottom of a pit is poor for some stratums such as a sandy gravel bottom layer, a horizontal waterproof curtain cannot completely isolate a vertical runoff channel; 2) for foundation pit engineering with a large excavation area, the thickness of the bottom sealing concrete is large, and the underwater excavation and pouring difficulty is increased; in addition, the underwater bottom sealing concrete and the vertical waterproof curtain cannot be effectively and reliably connected, the problem of water leakage can occur, an integral anti-floating system cannot be formed, anti-floating measures such as uplift piles and the like need to be added, and investment is increased.
In summary, for deep foundation pit engineering with complex surrounding environment, from the viewpoint of protecting underground water resources, excavation of the foundation pit under non-precipitation conditions can gradually become a preferred foundation pit precipitation excavation scheme, and an integral underwater bottom-sealing concrete pouring scheme has the advantages that on one hand, the thickness of underwater bottom-sealing concrete is increased, construction cost is increased, on the other hand, the underwater bottom-sealing concrete is not well connected with a vertical waterproof curtain, water leakage can be caused, anti-floating can not meet engineering requirements, the construction period cannot be guaranteed, and the like.
In the prior art, chinese patent CN105672250B proposes a mechanism for connecting an underground diaphragm wall and an underwater concrete rabbet, which includes a rabbet groove, a grout sealing net sheet and a hauling rope, wherein the rabbet groove includes a side plate and two wing plates, the rabbet groove is fixedly connected with a main reinforcement of a steel reinforcement cage of the diaphragm wall, a penetration hole is arranged on the side plate, the two wing plates of the rabbet groove are connected with the grout sealing net sheet, the grout sealing net sheet is connected with one end of the hauling rope, and the other end of the hauling rope extends out of the ground through the penetration hole. In the prior art, a chinese patent proposes a CN104878742A shear-resistant connection structure of underwater back cover concrete and an underground continuous wall, which includes back cover concrete and an underground continuous wall, wherein an end portion of the back cover concrete is connected with the underground continuous wall, a portion of the underground continuous wall connected with the back cover concrete is recessed to form a tongue-and-groove space, and an end portion of the back cover concrete is hermetically matched with the tongue-and-groove space to form a tongue-and-groove-shaped shear-resistant joint.
Both of the above two patents propose a reliable connection mode between the underground continuous wall and the underwater back cover concrete, but do not solve the problem of water leakage between the underground continuous wall and the underwater concrete.
Disclosure of Invention
The invention provides a strong permeable stratum bottom sealing concrete bin-divided pouring structure and a construction method, aiming at solving the technical problems of increased thickness of bottom sealing concrete, high construction cost and water leakage in an integral bottom sealing concrete pouring mode.
The technical scheme adopted by the invention is as follows: stratum back cover concrete divides storehouse pouring structure of permeating water by force, including being located the intraformational foundation ditch of permeating water by force, be provided with underground continuous wall, branch storehouse wall and back cover concrete in the foundation ditch, divide the storehouse wall to include mutually perpendicular's horizontal branch storehouse wall and vertical branch storehouse wall, divide storehouse wall and underground continuous wall to separate the foundation ditch for a plurality of storehouses, the back cover concrete setting still includes in the storehouses:
the shear resistant groove is pre-embedded in the underground continuous wall and the sub-warehouse wall, is communicated with the bottom sealing concrete and is used for enabling the bottom sealing concrete to form a shear resistant head matched with the shear resistant groove;
one end of the grouting pipe extends to the top of the underground continuous wall, and the other end of the grouting pipe penetrates through the shear resistant groove and extends into the shear resistant groove;
the shear groove comprises a web plate and wing plates connected to two ends of the web plate;
and grouting holes are uniformly formed in the side surface of one end, extending into the shear resistant groove, of the grouting pipe.
Compared with the traditional integral casting of the bottom sealing concrete, the foundation pit is divided into a plurality of bins through the bin walls, the bins are separately cast, the plane size and casting thickness of the underwater bottom sealing concrete are reduced, the optimal design scheme is achieved by adjusting the longitudinal and transverse intervals of the bin walls and the thickness of the underwater casting concrete, the construction cost can be saved, and the construction period is shortened. In addition, the shear resistant groove is formed in the underground continuous wall, when the bottom sealing concrete is poured, the bottom sealing concrete flows into the shear resistant groove to form the shear resistant head, so that the shear resistant groove is reliably connected with the bottom sealing concrete, and meanwhile, the grout is conveyed to a connecting interface of the underground continuous wall and the bottom sealing concrete through the grouting pipe to form a waterproof curtain, so that the underground continuous wall and the bottom sealing concrete are connected more tightly, and the problem of water leakage between the underground continuous wall and the bottom sealing concrete is effectively solved; the invention has the advantages of simple structure, convenient construction, short construction period, low construction cost and good water leakage prevention effect.
Further, a rolling mechanism for preventing concrete from falling into the shear-resistant groove is arranged on the notch of the shear-resistant groove; the rolling mechanism comprises a Y-shaped support, one end of the support is fixedly connected with the wing plate, the other end of the support is connected with a rotatable shaft lever, a steel wire brush is arranged on the surface of the shaft lever, and the end section of the steel wire brush is flush with the hole wall of the underground diaphragm wall. On one hand, when the underground continuous wall is poured, the rolling mechanism can prevent concrete from falling into the shear resistant groove, and the subsequent bottom sealing concrete is prevented from entering the shear resistant groove to form a shear resistant head; on the other hand, uneven concave-convex surfaces may appear in the excavation process of the inner wall of the foundation pit, when the underground continuous reinforcement cage is placed downwards, the rolling mechanism can roll on the inner wall of the foundation pit, the convex part of the inner wall of the foundation pit can be cut off, the inner wall of the foundation pit is smoother, and the flatness of the pouring surface of the underground continuous wall is improved.
Further, an inner support is arranged between the underground continuous walls; the bin dividing wall comprises a pouring body and a filling body arranged above the pouring body, the upper surface of the pouring body is flush with the upper surface of the bottom sealing concrete, and the shear groove is arranged on the pouring body. Pumping and draining the underground water isolated by the waterproof curtain in the foundation pit, and arranging an inner support between the continuous walls to ensure the stability of the foundation pit along with the reduction of the water level; the influence of the height of the inner support is received, when the inner support is erected, the bin dividing wall needs to be broken in order that the inner support and the bin dividing wall cannot interfere with each other, therefore, the bin dividing wall is set to be a pouring body at the lower part and a filling body at the upper part, the pouring body ensures the stability of the bin dividing wall, and the filling body can be conveniently broken while ensuring the stability of the bin dividing wall.
Furthermore, a graded gravel layer and a cushion layer are sequentially laid above the bottom sealing concrete, and a water collecting pit and a blind pipe are arranged in the graded gravel layer. The water collecting pit can collect underground water in the graded broken stone layer, and external pumping equipment can pump the underground water in the water collecting pit through the blind pipe so as to ensure a construction waterless operation environment; meanwhile, the graded crushed stone layer can also increase the anti-floating force of the bottom sealing concrete, and the stability of the bottom sealing concrete is ensured.
When the grout flows in the grouting pipe, the arc-shaped bending part can reduce the flowing resistance of the grout in the grouting pipe, so that the grout can flow in the grouting pipe more smoothly, and the blockage of the grouting pipe is avoided.
Furthermore, the grouting pipe is horizontally arranged in the shear resistant groove, the end part of the grouting pipe is flush with the end tangent plane of the steel wire brush, and the end part of the grouting pipe extending into the shear resistant groove is conical. The grouting pipe cannot exceed the end section of the steel wire brush, and if the grouting pipe exceeds the end section of the steel wire brush, the grouting pipe directly interferes with the hole wall of the underground continuous wall in the process of lowering the reinforcement cage of the underground continuous wall; the horizontal extension of slip casting pipe to the groove that shears is the length of furthest assurance slip casting pipe, makes the interior grout of slip casting pipe can flow into the interface of connection between underground continuous wall and the back cover concrete smoothly, forms effectual waterproof curtain.
Furthermore, the web plate and the wing plate are connected with a main reinforcement of the underground continuous wall in a welding mode, and the grouting pipe is connected with a reinforcement of the underground continuous wall in a welding mode; and reinforcing ribs connected between the two wing plates are arranged in the shear grooves. The stability of the shear groove and the grouting pipe is ensured.
The construction method of the strong permeable stratum bottom sealing concrete separate bin pouring structure comprises the following steps:
s1 fabricating a fitting, the fitting comprising:
s1-1, manufacturing a shear groove, fixedly connecting a web plate and a wing plate of the shear groove, and forming a through hole in the web plate;
s1-2, manufacturing a grouting pipe, namely, adopting a seamless steel pipe with the diameter of 42-50 mm, bending the seamless steel pipe into a L shape, ensuring that the bending part is arc-shaped, arranging grouting holes with the diameter of 6-8 mm on the side surface of one end, extending into the shear groove, of the seamless steel pipe, arranging the distance between every two adjacent grouting holes to be 50-100 mm, and arranging the end, extending into the shear groove, of the seamless steel pipe into a conical shape.
S1-3, manufacturing a rolling mechanism, manufacturing a Y-shaped bracket, installing a rotatable shaft lever at the end part of the bracket, and arranging a steel wire brush on the surface of the shaft lever;
s2 welding the fittings, wherein the process comprises the following steps:
s2-1, welding a rolling mechanism, namely welding a Y-shaped bracket on a wing plate of the shear groove;
s2-2, welding a shear groove, welding a web plate and a wing plate of the shear groove on a main reinforcement of the underground continuous wall, ensuring that the end section of the steel wire brush is flush with the wall of the underground continuous wall, and welding a reinforcing rib in the shear groove;
s2-3, welding a grouting pipe, horizontally extending one conical end of the grouting pipe into the shear groove through the through hole of the web plate, ensuring that the end part of the grouting pipe is flush with the end tangent plane of the steel brush, vertically extending the other end of the grouting pipe to the top of the reinforcement cage of the continuous wall, firmly welding the grouting pipe and the reinforcement of the continuous wall, and hermetically welding the grouting pipe and the through hole;
s3, lowering reinforcement cages of the underground continuous wall and the warehouse separating wall;
s4, pouring concrete to form a pouring body of the underground continuous wall and the warehouse separating wall, and ensuring that the upper surface of the pouring body is flush with the upper surface of the bottom sealing concrete;
s5, pouring a filling body on the upper part of the warehouse dividing wall pouring body;
s6, excavating a foundation pit to the elevation of the bottom surface of the back cover concrete, and then pouring the back cover concrete;
s7, pouring bottom sealing concrete in separate bins, and injecting slurry into the shear groove through a grouting pipe until all bins in the foundation pit are poured;
s8, pumping water in the foundation pit, and timely arranging an inner support between the underground continuous walls along with the reduction of the water level;
s9, sequentially paving a graded gravel layer and a cushion layer above the bottom-sealed concrete, and arranging a water collecting pit and a blind pipe in the graded gravel layer.
Compared with the traditional integral casting of the bottom sealing concrete, the foundation pit is divided into a plurality of bins through the bin walls, the bins are separately cast, the plane size and casting thickness of the underwater bottom sealing concrete are reduced, the optimal design scheme is achieved by adjusting the longitudinal and transverse intervals of the bin walls and the thickness of the underwater casting concrete, the construction cost can be saved, and the construction period is shortened.
By the construction method of the bottom-sealed concrete bin-divided pouring structure of the strong permeable stratum, fillers do not need to be pre-buried in the shear resistant grooves, the shear resistant grooves do not need to be cleaned by underwater operation of divers at the later stage, and the concrete of the continuous wall can not enter the shear resistant grooves only through the rolling mechanism on the shear resistant grooves, so that the effective connection between the underground continuous wall and the underwater concrete is conveniently realized; meanwhile, the rolling mechanism can roll on the inner wall of the foundation pit, and can cut off the raised part of the inner wall of the foundation pit, so that the inner wall of the foundation pit is smoother, namely the hole wall of the underground continuous wall is smoother, the flatness of the pouring surface of the underground continuous wall is improved, and the stability of the underground continuous wall is ensured. In addition, grout is injected into the shear resistant groove through the grouting pipe, and then the grout flows to the joint between the underground continuous wall and the bottom sealing concrete to form a waterproof curtain, so that the connection between the underground continuous wall and the bottom sealing concrete is tighter, and the problem of water leakage between the underground continuous wall and the bottom sealing concrete is effectively solved; the invention has the advantages of convenient construction, short construction period, low construction cost and good water leakage prevention effect.
Further, in the step S7, when the bottom sealing concrete is near initial setting, grout is injected into the shear groove through a grouting pipe, wherein the grout is cement slurry, and the ratio of the water to the cement is 0.8: 1-1: 1. If pour into the thick liquid time too early, then can cause the dilution of back cover concrete, and then influence the rigidity of back cover concrete, if pour into the thick liquid time too late, also be exactly after the initial set of back cover concrete, the concrete has already been moulded, and the thick liquid that pours into this moment makes thick liquid and back cover concrete not give birth to mutually, and also the linkage effect is not good, and poor stability influences the leak protection effect of stagnant water curtain. Therefore, the time for injecting the grout also seriously affects the effect of the waterproof curtain.
Further, in the step S5, all the raw materials are mixed and stirred according to the mass percentage of 80% to 90% of sand and gravel, 5% to 10% of cement and 5% to 10% of water to obtain the filling body, wherein the particle size range of the sand and gravel is 1mm to 100 mm. If the filler adopts the same reinforced concrete as the cast body, the partition wall cannot be broken when the partition wall and the inner support interfere with each other. Therefore, the filling body formed by the raw materials according to the proportioning relation ensures the strength of the partition wall and is convenient for breaking the partition wall.
The invention has the beneficial effects that:
1. compared with the traditional integral casting of the bottom sealing concrete, the foundation pit is divided into a plurality of bins through the bin walls, the bins are separately cast, the plane size and casting thickness of the underwater bottom sealing concrete are reduced, the optimal design scheme is achieved by adjusting the longitudinal and transverse intervals of the bin walls and the thickness of the underwater casting concrete, the construction cost can be saved, and the construction period is shortened.
2. The shear resistant groove is reliably connected with the bottom sealing concrete, and simultaneously, slurry is conveyed to a connecting interface of the underground continuous wall and the bottom sealing concrete through the grouting pipe to form a waterproof curtain, so that the underground continuous wall and the bottom sealing concrete are connected more tightly, and the problem of water leakage between the underground continuous wall and the bottom sealing concrete is effectively solved; the invention has the advantages of simple structure, convenient construction, short construction period, low construction cost and good water leakage prevention effect.
3. The rolling mechanism can prevent concrete from falling into the shear resistant groove and influencing the subsequent bottom sealing concrete to enter the shear resistant groove to form a shear resistant head; meanwhile, the hole wall of the underground continuous wall can be smoother, the flatness of the pouring surface of the underground continuous wall is improved, and the stability of the underground continuous wall is improved.
4. When the bottom sealing concrete is close to initial setting, the grouting pipes are used for injecting the grout into the shear grooves, so that the connection stability of the grout and the bottom sealing concrete is improved, a stable waterproof curtain is formed, and the connection stability of the underground continuous wall and the bottom sealing concrete is improved.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a cross-sectional view a-a of fig. 1.
FIG. 3 is a partial enlarged view of the shear groove of FIG. 2.
Fig. 4 is a structural schematic view of a shear groove.
Fig. 5 is a schematic view of the attachment of the stent.
Fig. 6 is a schematic view of the laying of graded crushed stone and bedding layers.
Labeled as:
1. an underground diaphragm wall; 3. sealing bottom concrete; 4. a bin; 5. a grouting pipe; 6. a rolling mechanism; 7. grading a crushed stone layer; 8. a cushion layer; 9. slurry;
11. a shear resistant groove; 12. an inner support; 13. a main rib; 14. a hole wall; 21. a transverse partition wall; 22. a longitudinal partition wall; 23. pouring a building body; 24. a filler; 51. grouting holes; 61. a support; 62. a shaft lever; 63. a wire brush;
111. a web; 112. a wing plate; 113. reinforcing ribs; 114. and connecting ribs.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The first embodiment is as follows:
as shown in fig. 1, fig. 2, fig. 3, fig. 4 and fig. 5, the bottom-sealed concrete bin-divided pouring structure for the water-permeable stratum of the present invention comprises a foundation pit located in the water-permeable stratum, an underground continuous wall 1, a bin-dividing wall and bottom-sealed concrete 3 are arranged in the foundation pit, the bin-dividing wall comprises a transverse bin-dividing wall 21 and a longitudinal bin-dividing wall 22 which are perpendicular to each other, the bin-dividing wall and the underground continuous wall 1 divide the foundation pit into a plurality of bins 4, the bottom-sealed concrete 3 is arranged in the bins 4, and the structure further comprises a shear resistant groove 11, which is pre-embedded in the underground continuous wall 1 and the bin-dividing wall, is communicated with the bottom-sealed concrete 3, and is used for enabling the bottom-sealed concrete to form; one end of the grouting pipe 5 extends to the top of the underground continuous wall 1, and the other end of the grouting pipe 5 penetrates through the shear resistant groove 11 and extends into the shear resistant groove 11; the shear groove 11 comprises a web 111 and wing plates 112 connected to both ends of the web 111; the side surface of one end of the grouting pipe 5 extending into the shear groove 11 is uniformly provided with grouting holes 51.
As shown in FIG. 4, the grouting pipe 5 is L-shaped, and the bent part of the grouting pipe 5 is arc-shaped, when grout flows in the grouting pipe, the arc-shaped bent part can reduce the flowing resistance of the grout in the grouting pipe, so that the grout can flow in the grouting pipe more smoothly, and the blockage of the grouting pipe is avoided.
As shown in fig. 4, the grouting pipe 5 is horizontally arranged in the shear groove 11, and the end part is flush with the end section of the wire brush 63, and the end part of the grouting pipe 5 extending into the shear groove is conical. The grouting pipe cannot exceed the end section of the steel wire brush, and if the grouting pipe exceeds the end section of the steel wire brush, the grouting pipe directly interferes with the hole wall of the underground continuous wall in the process of lowering the reinforcement cage of the underground continuous wall; the horizontal extension of slip casting pipe to the groove that shears is the length of furthest assurance slip casting pipe, makes the interior grout of slip casting pipe can flow into the interface of connection between underground continuous wall and the back cover concrete smoothly, forms effectual waterproof curtain. The end section of the steel wire brush 63 is the vertical section of the end of the steel wire brush far away from the shear groove.
As shown in fig. 3, the web 111 and the wing plate 112 are connected with the main reinforcement 13 of the underground continuous wall 1 by welding, and the grouting pipe 5 is connected with the reinforcement of the underground continuous wall 1 by welding; also disposed in the shear groove 11 is a stiffener 113 connected between the two wings 112. The stability of connecting the shear groove and the grouting pipe is improved.
Figure 1 shows a schematic view of the slurry 9 after it has flowed into the shear tank.
As shown in fig. 3, adjacent shear grooves 11 are connected by connecting ribs 114, so as to further improve the stability of the shear grooves.
Compared with the traditional integral casting of the bottom sealing concrete, the foundation pit is divided into a plurality of bins through the bin walls, the bins are separately cast, the plane size and casting thickness of the underwater bottom sealing concrete are reduced, the optimal design scheme is achieved by adjusting the longitudinal and transverse intervals of the bin walls and the thickness of the underwater casting concrete, the construction cost can be saved, and the construction period is shortened. In addition, the shear-resistant groove is formed in the underground continuous wall, when the bottom sealing concrete is poured, the bottom sealing concrete flows into the shear-resistant groove to form a T-shaped water stop interface, so that the shear-resistant groove is reliably connected with the bottom sealing concrete, and the shear-resistant groove is used as an anti-seepage water stop structure of the interface, so that the possibility of water seepage of the interface is reduced, and the thickness of the underwater bottom sealing concrete and the excavation depth of a foundation pit are reduced; meanwhile, slurry is conveyed to a connecting interface of the underground continuous wall and the bottom sealing concrete through a grouting pipe to form a waterproof curtain, so that the underground continuous wall and the bottom sealing concrete are connected more tightly, and the problem of water leakage between the underground continuous wall and the bottom sealing concrete is effectively solved; the invention has the advantages of simple structure, convenient construction, short construction period, low construction cost and good water leakage prevention effect.
Example two:
as shown in fig. 3, 4 and 5, the present embodiment is a further improvement on the first embodiment, and the notch of the shear groove 11 is provided with a rolling mechanism 6 for preventing concrete from falling into the shear groove; the rolling mechanism 6 comprises a Y-shaped bracket 61, one end of the bracket 61 is fixedly connected with the wing plate 112, the other end of the bracket 61 is connected with a rotatable shaft rod 62, a steel wire brush 63 is arranged on the surface of the shaft rod 62, and the end section of the steel wire brush 63 is flush with the hole wall 14 of the underground continuous wall.
On one hand, when the underground continuous wall is poured and concrete falls onto the roller mechanism, the roller mechanism rotates to throw away the concrete on the roller mechanism, so that the condition that the concrete falls into the anti-shearing groove and the follow-up bottom sealing concrete enters the anti-shearing groove to form an anti-shearing head is avoided; on the other hand, uneven concave-convex surfaces may appear in the excavation process of the inner wall of the foundation pit, when the underground continuous reinforcement cage is placed downwards, the rolling mechanism can roll on the inner wall of the foundation pit, and the convex part of the inner wall of the foundation pit can be cut off, so that the inner wall of the foundation pit is smoother, namely the hole wall of the underground continuous wall is smoother, and the flatness of the pouring surface of the underground continuous wall is improved.
Example three:
as shown in fig. 2, the present embodiment is a further improvement on the first embodiment, and an inner support 12 is further arranged between the underground continuous walls; the warehouse separating wall comprises a pouring body 23 and a filling body 24 arranged above the pouring body 23, the upper surface of the pouring body 23 is flush with the upper surface of the bottom sealing concrete 3, and the shear groove 11 is arranged on the pouring body 23.
Pumping and draining the underground water isolated by the waterproof curtain in the foundation pit, and arranging an inner support between the continuous walls to ensure the stability of the foundation pit along with the reduction of the water level; the influence of the height of the inner support is received, when the inner support is erected, the bin dividing wall needs to be broken in order that the inner support and the bin dividing wall cannot interfere with each other, therefore, the bin dividing wall is set to be a pouring body at the lower part and a filling body at the upper part, the pouring body ensures the stability of the bin dividing wall, and the filling body can be conveniently broken while ensuring the stability of the bin dividing wall.
Example four:
as shown in fig. 6, this embodiment is a further improvement on the first embodiment, a graded gravel layer 7 and a cushion layer 8 are sequentially laid on the bottom-sealed concrete 3, and a water collecting pit (not shown) and a blind pipe (not shown) are arranged in the graded gravel layer 7. The water collecting pit can collect underground water in the graded broken stone layer, and external pumping equipment can pump the underground water in the water collecting pit through the blind pipe so as to ensure a construction waterless operation environment; meanwhile, the graded crushed stone layer can also increase the anti-floating force of the bottom sealing concrete, and the stability of the bottom sealing concrete is ensured.
Example five:
the construction method of the strong permeable stratum bottom sealing concrete separate bin pouring structure comprises the following steps:
s1 fabricating a fitting, the fitting comprising:
s1-1, manufacturing a shear groove 11, fixedly connecting a web plate 111 and a wing plate 112 of the shear groove, and forming a through hole on the web plate 111;
s1-2, manufacturing a grouting pipe 5, namely, adopting a seamless steel pipe with the diameter of 42-50 mm, bending the seamless steel pipe into a L shape, ensuring that the bending part is arc-shaped, arranging grouting holes 51 with the diameter of 6-8 mm on the side surface of one end, extending into the shear groove 11, of the seamless steel pipe, arranging the distance between every two adjacent grouting holes to be 50-100 mm, and arranging the end, extending into the shear groove, of the seamless steel pipe into a conical shape.
S1-3, manufacturing a rolling mechanism 6, manufacturing a Y-shaped bracket 61, installing a rotatable shaft rod 62 at the end part of the bracket 61, and arranging a wire brush 63 on the surface of the shaft rod 62;
s2 welding the fittings, wherein the process comprises the following steps:
s2-1, welding the rolling mechanism 6, and welding the Y-shaped bracket 61 on the wing plate 112 of the shear groove;
s2-2, welding the shear groove 11, welding the web plate 111 and the wing plate 112 of the shear groove on the main reinforcement 13 of the underground continuous wall, ensuring that the end section of the steel brush 63 is flush with the hole wall 14 of the underground continuous wall, and welding a reinforcing rib 113 in the shear groove 11;
s2-3, welding a grouting pipe 5, horizontally extending one conical end of the grouting pipe 5 into the shear groove 11 through a through hole of the web 111, ensuring that the end part of the grouting pipe 5 is flush with the end tangent plane of the steel brush 63, vertically extending the other end of the grouting pipe to the top of the reinforcement cage of the continuous wall, firmly welding the grouting pipe 5 and the reinforcement of the continuous wall, and hermetically welding the grouting pipe 5 and the through hole;
s3, lowering reinforcement cages of the underground continuous wall and the warehouse separating wall;
s4, pouring concrete to form a pouring body of the underground continuous wall and the warehouse separating wall, and ensuring that the upper surface of the pouring body is flush with the upper surface of the bottom sealing concrete;
s5, pouring the filling body 24 on the upper part of the warehouse separating wall pouring body 23;
s6, excavating a foundation pit to the elevation of the bottom surface of the back cover concrete, and then pouring back cover concrete 3;
s7, pouring the bottom sealing concrete 3 in separate bins, and injecting the slurry 9 into the shear groove 11 through the grouting pipe 5 until all the bins 4 in the foundation pit are poured;
s8, pumping water in the foundation pit, and timely arranging inner supports 12 between the underground continuous walls along with the reduction of the water level;
s9, sequentially paving a graded gravel layer 7 and a cushion layer 8 above the bottom-sealed concrete 3, and arranging a water collecting pit and a blind pipe in the graded gravel layer 7.
And step S7, when the bottom sealing concrete is close to initial setting, injecting grout 9 into the shear groove 11 through the grouting pipe 5, wherein the grout 9 is cement slurry, and the ratio of the water to the cement is 0.8: 1-1: 1.
In the step S5, all the raw materials are mixed and stirred to obtain the filling body 24 according to the mass percentage of 80-90% of sand and gravel, 5-10% of cement and 5-10% of water, wherein the particle size range of the sand and gravel is 1-100 mm.
The area range of the bin is as follows: 600m2～1000m2。
Compared with the traditional integral casting of the bottom sealing concrete, the foundation pit is divided into a plurality of bins through the bin walls, the bins are separately cast, the plane size and casting thickness of the underwater bottom sealing concrete are reduced, the optimal design scheme is achieved by adjusting the longitudinal and transverse intervals of the bin walls and the thickness of the underwater casting concrete, the construction cost can be saved, and the construction period is shortened.
By the construction method of the bottom-sealed concrete bin-divided pouring structure of the strong permeable stratum, fillers do not need to be pre-buried in the shear resistant grooves, the shear resistant grooves do not need to be cleaned by underwater operation of divers at the later stage, and the concrete of the continuous wall can not enter the shear resistant grooves only through the rolling mechanism on the shear resistant grooves, so that the effective connection between the underground continuous wall and the underwater concrete is conveniently realized; meanwhile, the rolling mechanism can roll on the inner wall of the foundation pit, and can cut off the raised part of the inner wall of the foundation pit, so that the inner wall of the foundation pit is smoother, namely the hole wall of the underground continuous wall is smoother, the flatness of the pouring surface of the underground continuous wall is improved, and the stability of the underground continuous wall is ensured. In addition, grout is injected into the shear resistant groove through the grouting pipe, and then the grout flows to the joint between the underground continuous wall and the bottom sealing concrete to form a waterproof curtain, so that the connection between the underground continuous wall and the bottom sealing concrete is tighter, and the problem of water leakage between the underground continuous wall and the bottom sealing concrete is effectively solved; the invention has the advantages of convenient construction, short construction period, low construction cost and good water leakage prevention effect. In addition, when the bottom sealing concrete is close to initial setting, the grouting pipes are used for injecting the grout into the shear resisting grooves, so that the connection stability of the grout and the bottom sealing concrete is improved, a stable waterproof curtain is formed, and the connection stability of the underground continuous wall and the bottom sealing concrete is improved.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. Strong stratum block concrete divides storehouse pouring structure that permeates water, including being located the intraformational foundation ditch of strong permeating water, be provided with underground continuous wall (1), branch storehouse wall and block concrete (3) in the foundation ditch, its characterized in that, divide the storehouse wall to include mutually perpendicular's horizontal branch storehouse wall (21) and vertical branch storehouse wall (22), divide storehouse wall and underground continuous wall (1) to separate the foundation ditch for a plurality of storehouses (4), and block concrete (3) set up in storehouse (4), still include:
the shear resistant groove (11) is pre-embedded in the underground continuous wall (1) and the sub-bin walls, is communicated with the bottom sealing concrete (3) and is used for enabling the bottom sealing concrete to form a shear resistant head matched with the shear resistant groove;
one end of the grouting pipe (5) extends to the top of the underground continuous wall (1), and the other end of the grouting pipe (5) penetrates through the shear resistant groove (11) and extends into the shear resistant groove (11);
the shear groove (11) comprises a web (111) and wing plates (112) connected to two ends of the web (111);
grouting holes (51) are uniformly formed in the side face of one end, extending into the shear groove (11), of the grouting pipe (5).
2. The bottom-sealed concrete bin-divided pouring structure for the permeable stratum according to claim 1, wherein a rolling mechanism (6) for preventing concrete from falling into the shear groove is arranged on the notch of the shear groove (11);
the rolling mechanism (6) comprises a Y-shaped support (61), one end of the support (61) is fixedly connected with the wing plate (112), the other end of the support is connected with a rotatable shaft lever (62), a steel wire brush (63) is arranged on the surface of the shaft lever (62), and the end section of the steel wire brush (63) is flush with the hole wall (14) of the underground diaphragm wall.
3. The structure for separately pouring the bottom-sealed concrete into the permeable stratum according to claim 2, wherein the grouting pipe (5) is horizontally arranged in the shear-resistant groove (11) and has an end flush with the end section of the steel brush (63), and the end of the grouting pipe (5) extending into the shear-resistant groove is conical.
4. The bottom-sealed concrete bin-divided pouring structure for the permeable stratum according to claim 1, wherein the grouting pipe (5) is L-shaped, and the bent part of the grouting pipe (5) is arc-shaped.
5. The bottom-sealed concrete bin-divided pouring structure for the permeable stratum according to claim 1, wherein an inner support (12) is further arranged between the underground continuous walls; the bin dividing wall comprises a pouring body (23) and a filling body (24) arranged above the pouring body (23), the upper surface of the pouring body (23) is flush with the upper surface of the bottom sealing concrete (3), and the shear groove (11) is arranged on the pouring body (23).
6. The strong permeable stratum bottom-sealed concrete bin-divided pouring structure according to claim 1, characterized in that a graded gravel layer (7) and a cushion layer (8) are sequentially laid above the bottom-sealed concrete (3), and a water collecting pit and a blind pipe are arranged in the graded gravel layer (7).
7. The structure for separately pouring the bottom-sealed concrete of the permeable stratum according to any one of claims 1 to 6, wherein the web plate (111) and the wing plate (112) are both connected with the main reinforcement (13) of the underground continuous wall (1) in a welding manner, and the grouting pipe (5) is connected with the reinforcement of the underground continuous wall (1) in a welding manner; and reinforcing ribs (113) connected between the two wing plates (112) are also arranged in the shear grooves (11).
8. The construction method of the high-permeability stratum bottom-sealed concrete separate-bin pouring structure is used for constructing and forming the high-permeability stratum bottom-sealed concrete separate-bin pouring structure according to claim 7, and comprises the following steps:
s1 fabricating a fitting, the fitting comprising:
s1-1, manufacturing a shear groove (11), fixedly connecting a web plate (111) and a wing plate (112) of the shear groove, and forming a through hole in the web plate (111);
s1-2, manufacturing a grouting pipe (5), adopting a seamless steel pipe with the diameter of 42-50 mm, bending the seamless steel pipe into a L shape, ensuring that the bending part is arc-shaped, arranging grouting holes (51) with the diameter of 6-8 mm on the side surface of one end, extending into the shear groove (11), of the seamless steel pipe, arranging the distance between every two adjacent grouting holes to be 50-100 mm, and setting one end, extending into the shear groove, of the seamless steel pipe into a conical shape.
S1-3, manufacturing a rolling mechanism (6), manufacturing a Y-shaped bracket (61), installing a rotatable shaft lever (62) at the end part of the bracket (61), and arranging a steel wire brush (63) on the surface of the shaft lever (62);
s2 welding the fittings, wherein the process comprises the following steps:
s2-1, welding a rolling mechanism (6), and welding a Y-shaped bracket (61) on a wing plate (112) of the shear groove;
s2-2, welding a shear groove (11), welding a web plate (111) and a wing plate (112) of the shear groove on a main reinforcement (13) of the underground continuous wall, ensuring that the end section of a steel wire brush (63) is flush with the hole wall (14) of the underground continuous wall, and welding a reinforcing rib (113) in the shear groove (11);
s2-3, welding a grouting pipe (5), horizontally extending one conical end of the grouting pipe (5) into the shear resistant groove (11) through a through hole of a web plate (111), ensuring that the end part of the grouting pipe (5) is flush with the end tangent plane of the steel wire brush (63), vertically extending the other end of the grouting pipe to the top of the reinforcement cage of the continuous wall, firmly welding the grouting pipe (5) and the reinforcement of the continuous wall, and hermetically welding the grouting pipe (5) and the through hole;
s3, lowering reinforcement cages of the underground continuous wall and the warehouse separating wall;
s4, pouring concrete to form a pouring body of the underground continuous wall and the warehouse separating wall, and ensuring that the upper surface of the pouring body is flush with the upper surface of the bottom sealing concrete;
s5, pouring a filling body (24) on the upper part of the warehouse dividing wall pouring body (23);
s6, excavating a foundation pit to the elevation of the bottom surface of the back cover concrete, and then pouring the back cover concrete (3);
s7, pouring bottom sealing concrete (3) in different bins, and injecting slurry (9) into the shear groove (11) through a grouting pipe (5) until all bins (4) in the foundation pit are poured;
s8, pumping water in the foundation pit, and timely arranging an inner support (12) between the underground continuous walls along with the reduction of the water level;
s9 a graded gravel layer (7) and a cushion layer (8) are sequentially paved above the bottom-sealed concrete (3), and a water collecting pit and a blind pipe are arranged in the graded gravel layer (7).
9. The construction method of the bottom-sealed concrete bin-divided pouring structure of the strong water permeable stratum according to claim 8, wherein in the step S7, when the bottom-sealed concrete is close to initial setting, grout (9) is injected into the shear groove (11) through the grouting pipe (5), the grout (9) is cement slurry, and the ratio of the water to the cement is 0.8: 1-1: 1.
10. The construction method of the bottom-sealed concrete bin-divided pouring structure for the water-permeable stratum according to claim 8, wherein in the step S5, 80-90% of sand-gravel, 5-10% of cement and 5-10% of water are mixed and stirred by mass percent to obtain the filling body (24), and the sand-gravel particle size ranges from 1mm to 100 mm.
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| CN115262584A (en) * | 2022-09-07 | 2022-11-01 | 中国建筑第八工程局有限公司 | Construction method for closing subway deep foundation pit by bins in advance |
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