CN113668930B - Bottom plate structure for closed type stacking grid frame foundation and retaining wall structure - Google Patents
Bottom plate structure for closed type stacking grid frame foundation and retaining wall structure Download PDFInfo
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- CN113668930B CN113668930B CN202110959000.4A CN202110959000A CN113668930B CN 113668930 B CN113668930 B CN 113668930B CN 202110959000 A CN202110959000 A CN 202110959000A CN 113668930 B CN113668930 B CN 113668930B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H7/00—Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
- E04H7/22—Containers for fluent solids, e.g. silos, bunkers; Supports therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H7/00—Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
- E04H7/22—Containers for fluent solids, e.g. silos, bunkers; Supports therefor
- E04H2007/225—Silos with retaining wall type wall elements, e.g. trench silos
Abstract
The invention discloses a bottom plate structure for a closed type shed grid foundation and a retaining wall structure, which belongs to the technical field of reinforced concrete structures, and comprises the following components: the foundation unit is pre-buried in the foundation; the base plate unit is positioned in front of the base unit and is simply connected with the base unit, and the bent unit and the material blocking unit are jointly borne by the base plate unit and the base unit; the base plate unit at least comprises an anti-slip base plate and an anti-slip bearing arch integrally connected to the anti-slip base plate, the anti-slip bearing arch is connected to the base unit, and the horizontal friction force generated by the anti-slip base plate and the horizontal force generated by the bent frame unit are balanced with each other, so that the purposes of optimizing the force transmission path of the retaining wall structure and the internal force state of each structural unit through reasonable structural arrangement and structure, enabling each structural unit of the retaining wall base plate structure to bear a main internal force, reasonably and efficiently using materials and improving the economical efficiency of the structure under the premise of ensuring the structural safety are achieved.
Description
Technical Field
The invention belongs to the technical field of reinforced concrete structures, and particularly relates to a bottom plate structure for a closed type shed grid foundation and a retaining wall structure.
Background
The fully-closed storage shed building is mainly used for storing granular materials, a factory taking the granular materials as main raw materials, semi-finished products or finished products is provided with a large number of such buildings, and the construction cost of the building is greatly influenced on the construction of the factory due to the large volume and the large quantity of the building, so that the selection of a safe, reasonable and economic technical scheme is very important.
The structural components of such buildings generally comprise a fully-enclosed roof grid structure, a grid foundation, a high-grade material wall (the height of the material-grade wall is generally more than 9 m) and the like. The traditional practice is as follows: the roof grid structure is a steel structure, and the grid foundation and the high-grade material wall are generally cast in situ reinforced concrete structures.
External load (without structural dead weight) acting on grid foundation and high-grade material wall mainly includes support counter force, wind load, earthquake load, temperature load, non-uniform settlement of foundation, foundation counter force and vertical and horizontal pressure of material of grid.
Along with the rapid development of the economy in China, the production scale of factories is enlarged, and the volume of materials required to be stored in the factories is increased (the volume of partial storage sheds exceeds 150 ten thousand tons), so that the building volume of the storage sheds is required to be increased, namely the size of a building and the height of a retaining wall are increased to meet the production requirement. For a single building, as the building body is increased, the external load on the foundation of the retaining wall and the grid is increased, and after a certain limit is reached, the traditional cast-in-situ reinforced concrete scheme can face the technical requirements of improving the bearing capacity of the foundation, further strengthening the foundation and the upper structure, and the like, and meanwhile, the construction cost is increased sharply, and the construction period is long. The above problems are particularly pronounced when the retaining wall height exceeds 10m, and a more optimal structural solution is required to solve the above technical problems.
The conventional high retaining wall structure generally adopts cantilever type or buttress type, and vertical members (side walls and buttress type) of the retaining wall and ground horizontal members (bottom plate) are rigidly connected, so that the following technical problems are faced with the increase of the height of the retaining wall:
(1) The traditional material blocking wall structure material has large usage amount
The retaining wall each structural unit is a rigid-connection plate unit, under the action of material load, the transmission of internal force between the vertical component and the bottom plate is mainly based on bending moment and shearing force, so that the internal force of each plate unit of the bottom plate is mainly based on bending moment and shearing force, and the maximum value appears in the area near the joint of the bottom plate, the vertical side wall and the buttress, the numerical value of the maximum value is larger, meanwhile, the deformation of the component mainly based on bending is relatively larger, and in order to meet the requirements of bearing capacity and structural rigidity, the thickness and reinforcement quantity of the bottom plate structure are often larger.
(2) High requirement for bearing capacity of foundation
When the shallow foundation is adopted, the retaining wall structure is in an eccentric compression state under the action of load, and the eccentricity is larger, so that the compressive stress of the retaining wall bottom plate to foundation soil is unevenly distributed, and under the general condition, the compressive stress distribution is in a trapezoid or triangle shape (part of the bottom plate is separated from the foundation), the compressive stress far away from one side of the storage is larger, and the foundation on the side often needs higher bearing capacity to meet the design requirement. Especially when the height of the retaining wall body reaches a certain limit, the pressure of the vertical load above the bottom plate acting on the unit bottom plate area is close to the foundation bearing capacity, so as to meet the design requirements of the retaining wall on slip resistance, anti-overturning resistance and foundation bearing capacity, the width of the retaining wall bottom plate is extremely large, and the shallow foundation is obviously unreasonable. At this time, the foundation of the retaining wall is changed into a pile foundation, or the foundation is subjected to foundation treatment to improve the bearing capacity of the foundation so as to meet the design requirement.
(3) When the pile foundation is adopted, the utilization rate of the pile body strength is low, and the engineering quantity of the pile foundation is large
When the foundation bearing capacity of the area where the retaining wall is located is low and the foundation of the retaining wall has to adopt a pile foundation, we find that the pile foundation is laterally restrained by foundation soil, the horizontal bearing capacity of the single pile is relatively low relative to the shearing strength of the pile body, the horizontal lateral pressure of the material above the bottom plate acting on the retaining wall structure is large, so that a large number of large-diameter piles are required to be arranged for the retaining wall foundation to resist the horizontal lateral pressure of the material, the pile body strength cannot be fully utilized at the moment, meanwhile, the pile foundation engineering quantity is large, and the economy is low.
Disclosure of Invention
In view of the above, the present invention aims to provide a bottom plate structure for a closed type stacking grid foundation and a retaining wall structure, so as to achieve the purposes of optimizing a force transmission path of the retaining wall structure and an internal force state of each structural unit through reasonable structural arrangement and construction, enabling each structural unit of the retaining wall bottom plate structure to bear a main internal force, reasonably and efficiently using materials on the premise of ensuring structural safety, and improving economical efficiency of the structure.
The technical scheme adopted by the invention is as follows: a floor structure for a closed canopy grid foundation and retaining wall structure, the floor structure comprising:
the foundation unit is pre-buried in the foundation;
the base plate unit is positioned in front of the base unit and is connected with the base unit in a simply supported manner, and the bent unit and the material blocking unit are jointly borne by the base plate unit and the base unit;
the base plate unit at least comprises an anti-slip base plate and an anti-slip pressure-bearing arch integrally connected to the anti-slip base plate, the anti-slip pressure-bearing arch is connected to the base unit, and horizontal friction force born by the anti-slip base plate is transmitted to the anti-slip pressure-bearing arch and is balanced with horizontal shearing force born by the bent frame unit.
Further, the base unit includes:
a plurality of pile foundations;
pile foundation bearing platforms respectively arranged on the pile foundations, and bearing platform connecting beams are connected between two adjacent pile foundation bearing platforms.
Further, a material blocking unit connecting piece is pre-buried at a position corresponding to the material blocking unit in each pile foundation bearing platform, and the pile foundation bearing platform is connected with the material blocking unit in a hinged manner through the material blocking unit connecting piece;
and a bent unit connecting piece is pre-buried at a position corresponding to the bent unit in each pile foundation bearing platform, and is connected with the bent unit through the bent unit connecting piece.
Further, the pile foundation caps and the cap connecting beams are arranged in a grid mode.
Further, the anti-slip base plate, the anti-slip bearing arch and pile foundation caps connected with the anti-slip bearing arch are integrally cast, and the anti-slip bearing arch is connected between two adjacent pile foundation caps.
Further, the anti-slip bottom plate is horizontally or obliquely arranged on the surface of the foundation, and the side center line of the anti-slip bottom plate coincides with the side center line of the anti-slip pressure-bearing arch, so that the generation of additional torque due to the anti-slip pulling force is avoided.
Further, the floor unit further includes:
the arch-shaped supporting pieces are symmetrically arranged with the anti-slip bearing arches respectively, two ends of each arch-shaped supporting piece are connected to the pile foundation bearing platform respectively, connecting pieces are embedded in the arch-shaped supporting pieces, and the arch-shaped supporting pieces are hinged with the retaining units through the connecting pieces.
Further, at least one straight supporting piece and two transverse supporting pieces are arranged below the anti-slip bottom plate, and each straight supporting piece and each transverse supporting piece are connected to the pile foundation bearing platform.
Further, a plurality of shearing resistant pieces are arranged below the anti-slip bottom plate.
Further, each shear member is arranged in parallel along the sliding direction of the sliding-resistant bottom plate relative to the foundation, and the length direction of each shear member is perpendicular to the sliding direction.
The beneficial effects of the invention are as follows:
1. the base plate structure for the closed type pile grid frame foundation and the retaining wall structure provided by the invention has the main functions of bearing the vertical load of materials and resisting the horizontal force of the materials and other loads acting on the integral structure and being transferred to the foundation unit by reasonably planning the force transfer way of the material blocking unit. Through carrying out articulated connection with arch striker plate and bottom plate unit, back on basic unit with arch striker plate support simultaneously, basic unit will bear the overturning moment that acts on the horizontal force of superstructure produced, the dead weight of barricade lateral wall, and the vertical effort (generally less of material to the barricade lateral wall, when the lateral wall board is smooth, can neglect), the moment of torsion is not passed in the junction of arch striker plate and bottom plate unit this moment, the bottom plate unit passes through the vertical pressure that bears the material, and produce the frictional force that is greater than horizontal force on the overall structure basis with the frictional force of resisting the horizontal force that superstructure (bent frame unit) acted on basic unit, make overall structure be in the mechanics equilibrium state.
2. By adopting the bottom plate structure for the closed type shed grid foundation and the retaining wall structure, each structural unit in the bottom plate unit mainly bears a single internal force as a main body and other internal forces are relatively smaller by arranging the reasonable structural members, and reasonable materials are selected according to different internal force types and environmental conditions, so that the utilization efficiency of the materials and the durability of the structure are improved, and the use of the structural materials is reduced.
3. By adopting the bottom plate structure for the closed type shed grid foundation and the retaining wall structure, which are provided by the invention, the anti-slip bottom plate is hinged with the foundation units, so that the influence of uneven settlement of the foundation between the bottom plate units and the foundation units on the integral structure can be well reduced, meanwhile, the durability of the structure can be improved by certain measures, and the safety of the structure can be ensured.
4. The bottom plate structure for the closed type pile grid frame foundation and the retaining wall structure provided by the invention has the advantages of reduced structural materials, convenient construction and shorter construction period, and is formed by casting concrete on site.
Drawings
Fig. 1 is a schematic diagram of the overall structure of a bottom plate structure for a closed type shed grid foundation and a retaining wall structure in a practical application scene;
fig. 2 is a schematic structural view of a floor structure for a closed type canopy grid foundation and a retaining wall structure provided by the present invention in a planar arrangement;
FIG. 3 is an isometric schematic view of FIG. 2;
FIG. 4 is a structural elevation of the skid resistant floor in the floor structure for the closed canopy grid foundation and retaining wall structure provided by the present invention;
FIG. 5 is a schematic illustration of the internal force and reinforcement of the skid resistant floor in the floor structure for the foundation and retaining wall structure of the closed canopy grid provided by the present invention;
the figures are marked as follows:
1-pile foundation, 2-pile foundation cap, 3-rectangular reinforced concrete, 4-rectangular stiff concrete, 5-anti-slip bottom plates, 6-anti-slip pressure-bearing arches, 7-shear pieces, 8-arch support pieces, 9-straight support pieces, 10-material blocking unit connecting pieces, 11-bent units, 12-material blocking units, 13-foundations, 14-roof structures and 15-anti-slip bottom plate cracking areas.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other. It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the embodiments of the present invention, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; may be directly connected or indirectly connected through an intermediate medium. The specific meaning of the above terms in the present invention will be understood in detail by those skilled in the art; the accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Example 1
In this embodiment, a base plate structure for a closed shed grid foundation and a retaining wall structure is specifically provided, and the base plate structure aims to improve the technical problems existing in the conventional retaining wall and base plate, and is a subsystem part of an assembled retaining wall and grid foundation integral structure (the height of the retaining wall is generally more than 9 m), which is mainly divided into: the base unit and the base unit are formed by two parts.
(1) Base unit part
The foundation unit generally adopts a pile foundation 1 structure system, utilizes the characteristics of small settlement and good axial stress performance of the pile foundation 1, mainly bears the vertical force and overturning moment generated by the action of upper load, the dead weight of the arched baffle plate and the vertical force generated by the vertical friction force of materials acting on the arched baffle plate, and simultaneously transmits the generated horizontal shearing force (the horizontal shearing force of the materials to the arched baffle plate can be understood) of the upper structure (the structure above the ground) to the bottom plate unit, and balances the horizontal friction force between the bottom plate unit and the foundation 13, so that the whole structure is in a static balance state in the horizontal direction.
In this embodiment, the base unit includes: the pile foundation comprises a plurality of pile foundations 1 and pile foundation caps 2 respectively arranged on the pile foundations 1, and a cap connecting beam is connected between every two adjacent pile foundation caps 2. The pile foundation 1 is a reinforced concrete circular pile poured by mechanical pore-forming, and the pile foundation bearing platform 2 is a cast-in-situ reinforced concrete foundation.
And connecting pieces are embedded in the pile foundation bearing platforms 2 at positions where the arched baffle plates are required to be connected, and are connected with the bottoms of the arched baffle plates in a hinged mode. In practical use, connectors matched with the arched striker plates should be buried before casting the concrete. Wherein, the arch striker plate is the assembled striker plate that is arch form.
In this embodiment, the pile foundation caps 2 and the cap connecting beams are arranged in a grid-like manner. The bearing platform connecting beam is a cast-in-situ reinforced concrete rectangular section and a stiff reinforced concrete section, the reinforced concrete rectangular section and the stiff reinforced concrete section are a horizontal transverse pull beam and a horizontal longitudinal pull beam respectively, the horizontal longitudinal pull beam with larger internal force adopts the stiff reinforced concrete rectangular section, and the reinforced concrete rectangular section and the stiff reinforced concrete rectangular section are arranged at the longitudinal position of a foundation unit and are uniformly and continuously arranged along one temperature section.
The function of the horizontal longitudinal bracing beams is mainly to resist the longitudinal horizontal forces transmitted by the anti-skid pressure arches 6 and the arched blanking plates to the foundation unit. The internal force of the cross section of the horizontal longitudinal tensile beam is mainly axial tension, the tensile property of the steel bars and the section steel beams is good, the tension is borne, the concrete part has a better protection effect on the steel structure part, and the durability of the structural member can be improved.
(2) Floor unit part
The main function of the floor unit is to provide the overall structure with an anti-slip force, the direction of action of which is parallel to the surface of the anti-slip floor 5, while the vertical direction is mainly to transfer the gravitational load of the material. By reasonable arrangement and storage period of the stacking height of the materials during production, the foundation 13 suitable for compaction treatment can be compacted by utilizing the materials, so that the bearing capacity and deformation capacity of the foundation 13 are improved, and the requirement of reducing the bearing capacity of the anti-slip soleplate 5 on the foundation 13 is met.
The top arch support piece 8 in the bottom plate unit is hinged with the bottom of the arch material baffle, the anti-slip bottom plate 5 is of a reinforced concrete flat plate structure, is placed on the foundation 13 and is simply supported and connected to the foundation unit, the total horizontal friction force generated by the interaction between the anti-slip bottom plate 5 and the foundation 13 is uniformly transmitted to the anti-slip pressure-bearing arch 6 through the steel bars arranged on the anti-slip bottom plate 5, the anti-slip pressure-bearing arch 6 adopts a parabolic arch with reasonable arch axis, the pressure-bearing arch transmits force to the pile foundation bearing platform 2 and the bearing platform connecting beam in the form of internal force of axial pressure, and the horizontal shear force transmitted to the foundation unit by an upper structure (particularly, the horizontal side pressure of a material acting on a baffle wall is huge) is balanced, so that the whole structure is in a static balanced state in the horizontal direction. Meanwhile, due to the arrangement of the anti-slip pressure-bearing arch 6, the anti-slip bottom plate 5 can be prevented from having larger stress concentration in the area near the pile foundation cap 2.
A floor unit is arranged on the foundation 13 with a simple connection between the floor unit and the base unit, said floor unit mainly comprising the following: the anti-slip base plate 5, the anti-slip pressure arch 6, the arch support 8, the straight support 9 and the shear resistant member 7.
(1) The anti-slip bottom plate 5 is positioned in front of the foundation unit, and the anti-slip bottom plate 5 is a cast-in-situ reinforced concrete slab. The anti-slip soleplate 5 is arranged horizontally or obliquely at an angle on the surface of the foundation 13, and when in use, the anti-slip soleplate 5 has a very thin thickness, and when under load, the foundation 13 and the soleplate generate friction, so that the anti-slip soleplate 5 is tensioned in the width direction, but at the same time, due to the deformation of the foundation 13, one side of the anti-slip soleplate 5 far away from the pile foundation cap 2 has a certain sedimentation. The anti-slip base plate 5 is made of reinforced concrete, the good tensile property of the reinforced concrete is utilized, the internal tension of the structural unit is borne by the reinforced concrete, the utilization rate of the strength of the reinforced concrete is high, the concrete thickness of the anti-slip base plate 5 is determined by the requirement of protecting the reinforced concrete and the limitation of the maximum reinforcement rate, and the thickness of the axle center tension member is generally smaller than that of the bending member, so that concrete materials can be saved.
The working principle is as follows: the anti-slip bottom plate 5 is contacted with the soil surface of the foundation 13, and under the action of vertical force, the foundation 13 soil resists the supporting reaction force of the anti-slip bottom plate 5, so that the static force balance state is realized in the vertical direction. Simultaneously, friction force is generated between the width direction parallel to the anti-slip soleplate 5 and the surface of the foundation 13, the direction of the friction force acting on the anti-slip soleplate 5 is parallel to the width direction of the anti-slip soleplate 5 and far away from the side wall of the retaining wall, the anti-slip soleplate 5 transmits the friction force in a range to the anti-slip pressure-bearing arch 6, and friction force resultant force is generated at the joint of the anti-slip pressure-bearing arch 6 and acts on the pile foundation bearing platform 2. At this time, the anti-slip floor 5 is mainly in tension in the width direction, the tension is zero at the edge of the anti-slip floor 5 away from the base unit, and a maximum occurs at the connection with the base unit.
(2) The anti-slip pressure-bearing arch 6 and the anti-slip bottom plate 5 are connected into a whole, the anti-slip pressure-bearing arch 6 is connected between two adjacent pile foundation caps 2, and the anti-slip pressure-bearing arch 6 is in a pressed state. In practical application, the side center line of the anti-slip soleplate 5 coincides with the side center line of the anti-slip pressure-bearing arch 6, so as to ensure that the anti-slip soleplate 5 is uniformly stressed by the anti-slip pressure-bearing arch 6.
The anti-slip bearing arch 6 is connected with the anti-slip base plate 5 in the horizontal direction and is used as a support of the anti-slip base plate 5 in the horizontal direction, and two ends of the anti-slip bearing arch 6 are connected to the corresponding pile foundation 1 bearing platform and take the pile foundation 1 bearing platform as a fulcrum to form an arch bearing structure.
In construction, the anti-slip base plate 5, the anti-slip bearing arch 6 and the pile foundation bearing platform 2 and the longitudinal and transverse bearing platform connecting beams connected with the anti-slip bearing arch 6 are required to be integrally cast. The anti-slip pressure-bearing arch 6 is a reinforced concrete rectangular section, the axis of the anti-slip pressure-bearing arch 6 is parabolic, and the parabolic equation is y= -4f1x (L-x)/L2, wherein f1 is the height loss of the axis of the anti-slip pressure-bearing arch 6. By arranging the parabola with reasonable arch axis, the anti-slip pressure-bearing arch 6 is mainly pressed on the cross section under the action of load, only smaller other internal force is generated, the cross section size of the pressure-bearing arch can be reduced by utilizing the good compression resistance of the concrete and almost the whole cross section to resist the pressure, and meanwhile, the steel bars in the cross section are arranged to be close to the minimum reinforcement ratio of the pressed component, so that the structural materials of the pressure-bearing arch are reduced.
The anti-slip bearing arch 6 mainly bears the resultant force of friction force generated by the anti-slip base plate 5 and the foundation 13, and transmits internal force to the pile foundation 1 bearing platform through the arch structure, so as to resist transverse horizontal force transmitted to the foundation by the integral structure. And meanwhile, the anti-slip pressure-bearing arch 6 is arranged, so that the phenomenon that the anti-slip bottom plate 5 has larger stress concentration in the area near the pile foundation cap 2 due to internal force transmission can be avoided.
(3) The arch support pieces 8 are respectively and symmetrically arranged on the other side of the anti-slip pressure-bearing arch 6, two ends of each arch support piece 8 are respectively connected to the pile foundation bearing platform 2, and connecting pieces are pre-embedded on each arch support piece 8 and are hinged with the arch material baffle plates in the material baffle units 12 through the connecting pieces. Wherein, the arch support 8 is a cast-in-situ reinforced concrete rectangular section, which is positioned above the anti-slip bottom plate 5, the axis of the arch support is parabolic, and the parabolic equation is y=4f2x (L-x)/L2, wherein f2 is the loss of height of the arch striker plate arch.
The connecting piece matched with the arched striker plate is buried before concrete is poured, so that the connecting piece is hinged with the arched striker plate, the arched supporting piece 8 is positioned above the anti-slip bottom plate 5 and mainly bears the vertical load of the side wall of the retaining wall (arched striker plate) and the vertical friction force generated by the material on the side wall (the friction force of the material on the side wall is generally small due to the smooth surface of the arched plate of the factory support), and the internal force on the cross section of the beam is mainly bending moment and shearing force.
(4) The straight supporting piece 9 is located below the anti-slip bottom plate 5, and the straight supporting piece 9 is integrally poured and connected onto the pile foundation pile cap 2, and mainly bears vertical load of the side wall of a retaining wall (arched baffle plate) and vertical friction force generated by materials on the side wall (the friction force of the materials to the side wall is generally small due to smooth surface of the arched plate of a factory support), and the internal force on the cross section of the beam is mainly bending moment and shearing force.
(5) The shearing resistant pieces 7 are arranged below the sliding resistant bottom plate 5, the shearing resistant pieces 7 are arranged in parallel along the sliding direction of the sliding resistant bottom plate 5 relative to the foundation 13, and the length direction of each shearing resistant piece 7 is perpendicular to the sliding direction. The shear member 7 is a reinforced concrete rectangular section, is arranged in a certain area of the anti-slip base plate 5, and is used for improving the friction force between the anti-slip base plate 5 and the surface of the foundation 13 and the adaptability of the anti-slip base plate 5 to the uneven settlement of the foundation 13, and the cross section of the shear member 7 is mainly shear force and a certain bending moment and is borne by concrete and shear steel bars.
After neglecting the uneven settlement of the foundation 13 below the anti-slip soleplate 5, the internal forces of the structural units in the soleplate units are simplified, wherein the anti-slip soleplate 5 is mainly in a unidirectional tension state, and after the bearing arch selects a reasonable arch shaft, the anti-slip soleplate 5 is mainly in a unidirectional compression state, and the bearing platform connecting beams arranged between the foundations are mainly in a unidirectional tension state (the tension force is derived from the bearing reaction force of the anti-slip bearing arch 6 acting on the pile foundation bearing platform 2 and the bearing reaction force of the retaining unit 12 acting on the upright columns of the bent frame unit 11). By reasonably selecting the materials and the sections, the mechanical properties of the materials are fully utilized, and the use of structural materials can be reduced.
Because the anti-slip base plate 5 is simply connected with the base unit, and corresponding measures for improving durability are adopted, the influence of uneven settlement of the base unit and the base unit on the whole structure can be reduced.
The bottom plate structure that this embodiment provided is as a subsystem of closed storage heap assembled rack basis and fender material wall structure, has structural arrangement rule, and structural construction is simple, and bearing capacity is high, and it is simple to connect the structure with other structural systems, advantage that the power transmission is effectual. Compared with the traditional retaining wall bottom plate structure, the bottom plate structure of the embodiment has the advantages that the material is reduced to 40% -60% of the original material, and the effect of higher retaining wall height is obvious.
Example 2
In embodiment 1, a floor structure for a closed type stacking grid foundation and a retaining wall structure is provided, and in this embodiment, a corresponding construction method is specifically provided, the construction method is as follows:
the construction of the floor unit portion is described as follows:
(1) parameter description: b1 is the width of the anti-skid bottom plate 5 and is determined according to the anti-skid calculation of the structure; t1 is the thickness of the anti-skid bottom plate 5, and the thickness of the plate is determined according to the total area reinforcement ratio (recommended not more than 5%) of the upper and lower layers of tension steel bars calculated by the anti-skid pull force of the plate surface, wherein the anti-skid bottom plate 5 is positioned at the edge of the ground supporting structure of the arched material baffle plate, and the value is generally 200-300 mm; f1 is the height loss of the anti-slip pressure-bearing arch 6, and is generally 0.2-0.25L; f2 is the loss of height of the parabolic arch structure of the part above the ground supporting structure base plate of the arch-shaped baffle plate, and is generally 0.2-0.25L;
(2) the center line of the anti-slip base plate 5 is overlapped with the arch height center line of the anti-slip pressure-bearing arch 6, so that additional torque generated by anti-slip pulling force is avoided, the anti-slip base plate 5 is provided with tension steel bars in a segmented mode according to an internal force diagram, and the tension steel bars are required to be fully anchored into the anti-slip pressure-bearing arch 6.
(3) When the foundation 13 of the area where the base plate unit and the foundation unit are located is required to be processed, the technical requirements are carried out according to the requirements of the existing related technical specifications according to the load above the ground.
(4) Due to the differential settlement between the skid-resistant base plate 5 and the base unit under load, cracks may occur in the plates at the joints of the two, and therefore, the base plate reinforcing bars in the skid-resistant base plate cracking zone 15 need to be coated with an epoxy resin coating for corrosion protection.
(5) When the foundation 13 is deformed little, the anti-slip bottom plate 5 can be made of prestressed concrete, so that the bearing capacity of the plate is improved, the crack width of the plate is reduced, and the durability is improved.
(6) The shearing resistant member 7 is an optional item, and is selected according to the condition of the foundation 13, and the friction coefficient of the cohesive soil and the silt foundation 13 soil is 0.25-0.45 according to the construction foundation 13 basic design Specification GB 50007-2011; the sand soil friction coefficient is 0.4-0.5, the friction coefficient of broken stone soil and soft rock is 0.4-0.6, the friction coefficient of hard rock is 0.65-0.75, and normally, cohesive soil and silt foundation 13 soil can be reserved for the shear member 7.
(7) When the length of the temperature section of the upper structure is larger than that of the temperature section of the upper structure, a post-pouring belt can be arranged, and the length of the temperature section can be prolonged in a mode of improving material performance and the like.
(8) The overlap joint and the anchoring length of the system steel bars need to meet the requirements of the current relevant technical specifications.
Specifically, the integral construction method for the base plate structure correspondence of the closed type shed grid foundation and the retaining wall structure comprises the following steps:
s1: design phase
S101: and arranging the overall structure of the shed according to the design data and the field conditions.
S102: and (3) adopting finite element design software to establish an overall calculation model of the storage shed, wherein the model comprises a foundation, an upper structure and a roof grid structure, and carrying out structural finite element design analysis and calculation.
S103: the effect of the stored materials on the structure is to take the change of the materials in the stacking shed during production into consideration according to independent live load working conditions, adopt various different material arrangement working conditions, combine with other load working conditions, and select the least favorable load combination to design and check the structural bearing capacity and the structural rigidity.
S104: and (5) finishing the design of the construction drawing.
S2: the foundation 13 treatment is carried out on the area of the anti-skid bottom plate 5 (the foundation 13 treatment field is applicable)
S201: constructing a foundation 13 treatment construction scheme;
s202: the construction preparation comprises leveling a field, paying off and setting points on the field, entering a field by equipment and tools, and the like;
s203: and (3) performing field experiments and adjusting a construction scheme:
s204: treating and constructing a foundation 13;
s205: and (5) quality inspection and acceptance.
S3: site construction base plate unit (construction with foundation unit)
S301: compiling a construction scheme;
s301: construction preparation, including leveling a field, on-site paying-off and point setting, equipment tools, material field entering stacking and the like;
s301: pouring a cushion layer after the foundation pit is excavated and the groove is inspected;
s301: setting up a template and manufacturing and installing reinforcing steel bars;
s301: checking and accepting hidden engineering;
s301: constructing concrete engineering;
s301: quality detection and acceptance inspection.
S4: the base plate unit and the base unit structure part are subjected to subsection engineering acceptance.
The invention is not limited to the above-described alternative embodiments, and any person who may derive other various forms of products in the light of the present invention, however, any changes in shape or structure thereof, all falling within the technical solutions defined in the scope of the claims of the present invention, fall within the scope of protection of the present invention.
Claims (8)
1. A floor structure for a closed canopy grid foundation and retaining wall structure, the floor structure comprising:
the foundation unit is pre-buried in the foundation;
the base plate unit is positioned in front of the base unit and is connected with the base unit in a simply supported manner, and the bent unit and the material blocking unit are jointly borne by the base plate unit and the base unit;
the base plate unit at least comprises an anti-slip base plate and an anti-slip pressure-bearing arch integrally connected to the anti-slip base plate, wherein the anti-slip pressure-bearing arch is connected to the base unit, and the horizontal friction force born by the anti-slip base plate is transmitted to the anti-slip pressure-bearing arch and is balanced with the horizontal shearing force born by the bent frame unit;
the base unit includes:
a plurality of pile foundations;
pile foundation bearing platforms respectively arranged on the pile foundations, and bearing platform connecting beams are connected between two adjacent pile foundation bearing platforms;
the anti-slip pressure-bearing arch is connected between two adjacent pile foundation bearing platforms, and the anti-slip base plate, the anti-slip pressure-bearing arch and the pile foundation bearing platform connected with the anti-slip pressure-bearing arch are integrally poured;
the arched baffle plate is hinged with the bottom plate unit.
2. The bottom plate structure for the closed type pile shed net frame foundation and retaining wall structure according to claim 1, wherein a material blocking unit connecting piece is embedded in each pile foundation pile cap at a position corresponding to the material blocking unit, and the pile foundation pile cap is hinged with the material blocking unit through the material blocking unit connecting piece;
and a bent unit connecting piece is pre-buried at a position corresponding to the bent unit in each pile foundation bearing platform, and is connected with the bent unit through the bent unit connecting piece.
3. The floor structure for a closed type canopy grid foundation and retaining wall structure according to claim 1, wherein each pile cap and each cap tie beam are arranged in a grid-like manner.
4. The floor structure for a closed type stacking rack foundation and retaining wall structure according to claim 1, wherein the anti-slip floor is horizontally or obliquely arranged on the surface of the foundation, and the side center line of the anti-slip floor coincides with the side center line of the anti-slip pressure arch.
5. The floor structure for a closed type canopy net frame foundation and retaining wall structure of claim 1, wherein the floor unit further comprises:
the arch-shaped supporting pieces are symmetrically arranged with the anti-slip bearing arches respectively, two ends of each arch-shaped supporting piece are connected to the pile foundation bearing platform respectively, connecting pieces are embedded in the arch-shaped supporting pieces, and the arch-shaped supporting pieces are hinged with the retaining units through the connecting pieces.
6. The floor structure for a closed type stacking grid foundation and retaining wall structure according to claim 1, wherein at least one straight supporting member and two transverse supporting members are arranged below the anti-slip floor, and each of the straight supporting member and the transverse supporting members is connected to the pile foundation table.
7. The floor structure for a closed type canopy grid foundation and retaining wall structure of claim 1, wherein a plurality of shearing resistant members are arranged under the anti-slip floor.
8. The floor structure for a closed type canopy net frame foundation and retaining wall structure of claim 7, wherein each of the shear members is arranged in parallel along a sliding direction of the sliding resistant floor with respect to the foundation and a length direction of each of the shear members is perpendicular to the sliding direction.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110959000.4A CN113668930B (en) | 2021-08-20 | 2021-08-20 | Bottom plate structure for closed type stacking grid frame foundation and retaining wall structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110959000.4A CN113668930B (en) | 2021-08-20 | 2021-08-20 | Bottom plate structure for closed type stacking grid frame foundation and retaining wall structure |
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| CN113668930B true CN113668930B (en) | 2023-06-16 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| BRMU8602289U (en) * | 2006-10-17 | 2008-06-03 | Honorio Luiz Zanella | constructive arrangement applied to the metal structure to support horizontal silos for wood biomass or pulp |
| CN202298650U (en) * | 2011-10-26 | 2012-07-04 | 华侨大学 | Arched retaining wall |
| EP3040497B1 (en) * | 2014-12-30 | 2017-04-12 | Associazione Nazionale degli Industriali dei Laterizi | Antiseismic masonry infill |
| WO2019023759A1 (en) * | 2017-08-04 | 2019-02-07 | Rowling David Leroy | A silo and method for storing particulate materials |
| CN209114501U (en) * | 2018-11-21 | 2019-07-16 | 衡阳市金铭环境科技有限公司 | A kind of gear protection structure and component and highway |
| CN110295622B (en) * | 2019-07-10 | 2021-05-28 | 中冶南方工程技术有限公司 | Retaining wall with truss and bent combined structure |
| CN111259478B (en) * | 2020-01-20 | 2022-08-05 | 中铁二院工程集团有限责任公司 | Method for inhibiting deformation of existing cutting gravity type retaining wall |
| CN111235992A (en) * | 2020-03-17 | 2020-06-05 | 中铁二院工程集团有限责任公司 | Slope soft soil foundation cantilever retaining wall reinforcing structure and construction method |
| CN111305258A (en) * | 2020-03-25 | 2020-06-19 | 中交第一公路勘察设计研究院有限公司 | Assembled type anti-seismic freeze-thawing deformation-resistant rigid-flexible retaining wall with corrugated plates |
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