Large-span arched stadium structure system

Abstract

The present invention provides a large-span arched stadium structure system. The main arch frame formed by interconnecting two main arch frames, secondary arch frames, waist trusses, top trusses and top arch frames effectively bears the lateral and vertical loads transmitted by the large-span curved roof steel structure frame. Combined with the supporting side columns at the other end of the large-span curved roof steel structure frame, as well as the I-shaped pile cap at the arch foot and the pile foundation formed by the bored piles, it has extremely high stability while realizing the "open book" architectural structure appearance. In addition, the upper structure adopts the main arch frame and the secondary arch structure to transmit force and energy to each other, and the lower foundation adopts the I-shaped bidirectional pile row with prestressed tension beams and anti-thrust retaining walls to resist the bidirectional horizontal thrust of the arch foot. The organic combination of the upper structure and the lower foundation forms a self-balancing overall structural system, which can effectively reduce the size of components, save materials, and improve the visual experience of the building space.

Description

Technical Field

[0001] The invention relates to a building structure system, in particular to a large-span arched building structure system. Background Art

[0002] The two sides of the Citizen Service Center building generally need to be equipped with large-span curved roofs, and both sides are inclined toward the central axis of the building. However, the commonly used building structure at the central axis is difficult to withstand the lateral loads of the roofs on both sides.

[0003] In addition, citizen service centers generally need to be built in urban areas and are easily surrounded by municipal roads. The foundations of such large-span arch structures are often large in size and can easily cause damage to the roadbed of municipal roads. Summary of the invention

[0004] The purpose of the present invention is to provide a large-span arched stadium structural system, which aims to achieve the above-mentioned architectural shape while having structural stability that meets building safety standards.

[0005] A large-span arched stadium structure system includes an upper structure and a lower structure, and is characterized by:

[0006] The upper structure includes a central arch and a large-span curved roof steel structure frame arranged on both sides of the central arch, wherein the central arch includes a pair of symmetrical large-span main arch frames inclined in opposite directions out of the plane, a secondary arch arranged between the two main arch frames and connecting the arch feet of the two main arch frames, at least two top trusses close to the main arch frame sagitta for connecting the two main arch frames, at least two top arch frames perpendicular to the top trusses for connecting the two secondary arch sagitta and corresponding to the arc line of the main arch frames, a waist truss arranged in the plane of the main arch frame and located at the waist of the main arch frame, one end of the large-span curved roof steel structure frame is connected to the waist truss, and the other end extends out of the main arch frame plane, and at least two supporting side columns are arranged at the other end of the large-span curved roof steel structure frame;

[0007] The lower structure includes an I-shaped pile cap whose upper end face is connected to the arch foot and whose flange extension direction intersects with the projection line direction of the main arch frame on the horizontal plane, bored piles distributed at equal intervals on the lower end face of the I-shaped pile cap and forming a row of pile foundations with the I-shaped pile cap, and an underground continuous wall arranged on the lower end face of the I-shaped pile cap, whose extension direction is perpendicular to the projection line direction of the main arch on the horizontal plane and arranged along the full width of the flange of the I-shaped pile cap.

[0008] Furthermore, at least three pairs of slings are arranged between the main arch frame and the waist truss, the top ends of the slings are connected to the main arch frame, and the bottom ends are connected to the waist truss, and the distances between each sling are equal.

[0009] Furthermore, the multi-arch joint force-bearing self-balancing structure also includes a horizontal arch close to the connection between the large-span curved roof steel structure frame and the waist truss and penetrating the large-span curved roof steel structure frame, and the head and tail ends of the horizontal arch are respectively connected to the head and tail ends of the waist truss.

[0010] Furthermore, a reinforced concrete tension beam is arranged between the I-shaped pile caps located at the two arch feet of the main arch, and the reinforced concrete tension beam is a prestressed tension beam.

[0011] Furthermore, the underground continuous wall is arranged under the I-shaped pile cap, close to the flange edge on the outer side of the arch foot of the main arch, and the web of the I-shaped pile cap is parallel to the projection line direction of the main arch on the horizontal plane.

[0012] The present invention has the following beneficial effects:

[0013] (1) The main arch frame, which is composed of two main arch frames, secondary arch frames, waist trusses, top trusses and top arch frames, effectively bears the lateral and vertical loads transmitted by the large-span curved roof steel structure frame. Combined with the supporting side columns at the other end of the large-span curved roof steel structure frame, the I-shaped pile cap at the arch foot and the pile foundation formed by bored piles, it has extremely high stability while realizing the "open book" architectural structure appearance.

[0014] (2) The upper structure adopts the main arch frame and the secondary arch structure to transmit force and dissipate energy to each other. The lower foundation adopts the I-shaped prestressed tension beam and the bidirectional pile row of the anti-thrust retaining wall to resist the bidirectional horizontal thrust of the arch foot. The organic combination of the upper structure and the lower foundation forms a self-balancing overall structural system, which can effectively reduce the size of components, save materials, and improve the visual experience of the building space. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 A three-dimensional diagram of a multi-arch joint force-bearing self-balancing structure according to a first embodiment of the present invention;

[0016] Figure 2 Schematic diagram of the support conditions of the arch foot of the central arch according to the first embodiment of the present invention;

[0017] Figure 3 This is a first-order elastic buckling deformation modal diagram of the central arch described in Example 1 of the present invention;

[0018] Figure 4 This is a second-order elastic buckling deformation modal diagram of the central arch described in Example 1 of the present invention;

[0019] Figure 5 This is a modal diagram of the third-order elastic buckling deformation of the central arch described in Example 1 of the present invention;

[0020] Figure 6A top view of the multi-arch joint force-bearing self-balancing structure according to the second embodiment of the present invention;

[0021] Figure 7 The multi-arch joint force self-balancing structure according to the second embodiment of the present invention simulates the wind load F h Force diagram when ;

[0022] Figure 8 In the third embodiment of the present invention, F h Schematic diagram of the lateral type variation at the mid-span of the end of the curved roof under the action of the

[0023] Fig. 9 In the third embodiment of the present invention, F h Schematic diagram of the axial force of each member in the mid-span of the end of the curved roof under the action;

[0024] Fig.10 In the second embodiment of the present invention, F h Schematic diagram of the lateral type variation at the mid-span of the end of the curved roof under the action of the

[0025] Fig.11 In the second embodiment of the present invention, F h Schematic diagram of the axial force of each member in the mid-span of the end of the curved roof under the action;

[0026] Fig.12 is the lateral displacement D at the mid-span of the end of the curved roof in the second embodiment of the present invention x (mm) relative to the interface area A (m 2 ) Relationship curve diagram;

[0027] Fig.13 A deformation diagram of the multi-arch joint force-bearing self-balancing structure under vertical load when no suspension cables are provided;

[0028] Fig.14 A deformation diagram of the multi-arch joint force-bearing self-balancing structure under the action of vertical load when the suspension cables are set;

[0029] Fig.15 This is the deformation diagram of the main arch frame under the action of half-span vertical load without slings;

[0030] Fig.16 This is the deformation diagram of the main arch frame under the action of half-span vertical load with suspenders;

[0031] Among them: 1 central arch; 11 main arch frame; 12 secondary arch; 13 top truss; 14 top arch frame; 15 waist truss; 2 curved roof; 3 supporting side columns; 4 suspension cables; 5 horizontal arches.

[0032] Fig.17 A schematic diagram of a large-span arch structure supported by the present invention;

[0033] Fig.18 It is a side view of a large-span arch structure using the bidirectional row pile foundation of the present invention;

[0034] Fig.19 for Figure 1 A plan view of the bidirectional pile foundation of the arch structure;

[0035] Fig. 20 A plan view of a single I-shaped pile cap of the bidirectional row pile foundation of the present invention;

[0036] Fig.21 It is a side cross-sectional view of a single I-shaped pile cap of the bidirectional row pile foundation of the present invention;

[0037] Fig. 22 The figure is the calculation result of the Y-direction shear force finite element analysis software PLAXIS 3D of the bored pile of comparative example 1;

[0038] Fig.23 The figure is a calculation result diagram of the Y-direction shear force finite element analysis software PLAXIS 3D of the bored pile in Example 3;

[0039] Fig.24 The figure is the calculation result of the X-direction shear force finite element analysis software PLAXIS 3D of the bored pile of comparative example 1;

[0040] Fig.25 This is a diagram showing the calculation results of the bored pile X-direction shear force finite element analysis software PLAXI S 3D in Example 3;

[0041] Among them: 1 main arch; 2 I-shaped pile cap; 21 flange; 22 web; 3 bored piles; 4 underground continuous wall. DETAILED DESCRIPTION

[0042] The technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, rather than all the embodiments.

[0043] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, top, bottom, inside, outside, vertical, horizontal, longitudinal, counterclockwise, clockwise, circumferential, radial, axial...), then the directional indication is only used to explain the relative position relationship, movement status, etc. between the components in a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0044] The present invention proposes a multi-arch joint force-bearing self-balancing structure (hereinafter referred to as the structure), which includes a central arch 1 and a large-span curved roof 2 steel structure frame (hereinafter referred to as the curved roof 2) arranged on both sides of the central arch 1. In the following embodiments, the buckling performance of the multi-arch joint force-bearing self-balancing structure is analyzed using Midas Gen software.

[0045] In the first to third embodiments of the present invention, the buildings adopt the structure, and the horizontal projection size is 253m×63.55m=16079m 2 That is, the north-south span is 63.55m, the east-west span is 253m, and the highest point of the building is 27.55m. It is a large-span steel structure. The main vertical load-bearing components include two main arch frames 11 located at the building entrance of the central arch 1 and seven supporting side columns 3 located at the ends of the roof coverings on both sides.

[0046] In the first embodiment of the present invention, Figure 1 As shown, the central arch 1 includes a pair of symmetrical long-span main arch frames 11 inclined in opposite out-of-plane directions, a secondary arch 12 arranged between the two main arch frames 11 and connecting the arch feet of the two main arch frames 11, fifteen top trusses 13 close to the rise of the main arch frames 11 and used to connect the two main arch frames 11, three top arch frames 14 perpendicular to the top trusses 13 and used to connect the rise of the secondary arches 12 and corresponding to the arc of the main arch frames 11, and a waist truss 15 arranged in the plane of the main arch frame 11 and located at the waist of the main arch frame 11; one end of the steel structure frame of the long-span curved roof 2 is connected to the waist truss 15, and the other end extends out of the plane of the main arch frame 11, and the other end of the steel structure frame of the long-span curved roof 2 is supported by the ground through at least two supporting side columns 3.

[0047] Specifically, the waist truss is a tie rod waist truss 15. The buckling modal analysis of the central arch 1 is performed. The support conditions of the arch foot are as follows: Figure 2 As shown in the figure, after being analyzed by Midas Gen software, its first-order elastic buckling deformation mode is as follows Figure 3 As shown in Figure 2, it can be seen that the first-order elastic buckling is an out-of-plane buckling load factor of 1119, which is 1.07 times the corresponding double main arch buckling load factor. The second-order elastic buckling deformation mode is as follows: Figure 4 As shown in Figure 2, the second-order elastic buckling is out-of-plane instability, and the buckling load factor is 1456, which is 1.19 times the buckling load factor of the corresponding double main arch frame. The third-order elastic buckling deformation mode is as follows: Figure 5 As shown, it can be seen that the third-order elastic buckling is instability in the plane, and the buckling load factor is 1654, which is 1.16 times the buckling load factor of the corresponding double main arch frame. It can be seen that the arrangement of the secondary arch 12 and the tie rod waist truss 15 improves the in-plane and out-of-plane stability of the double main arch frame 11, and the degree of improvement in the in-plane stability is greater than the degree of improvement in the out-of-plane stability.

[0048] In the second embodiment of the present invention, based on the first embodiment, as Figure 6 As shown, it also includes a horizontal arch 5 close to the connection between the steel structure frame of the large-span curved roof 2 and the waist truss 15 and penetrating the steel structure frame of the large-span curved roof 2. The head and tail ends of the horizontal arch 5 are respectively connected to the head and tail ends of the waist truss 15. Eleven pairs of slings 4 are arranged between the main arch frame 11 and the waist truss 15. The top end of the sling 4 is connected to the main arch frame 11, and the bottom end is connected to the waist truss 15. The distance between each sling 4 is equal.

[0049] When the central arch 1 of the present invention is not provided with the horizontal arch 5, the multi-arch joint force self-balancing structure is as follows Figure 1 As shown, it is to intuitively reflect the relationship between the lateral stiffness of the multi-arch joint force self-balancing structure and the horizontal arch 5 and the waist truss 15 components, as shown in FIG. Figure 7 As shown, a row of F is applied to the end of the curved roof 2 frame of the side wing. h = 1000kN simulated strong wind node load, verify the structural internal force and displacement under its action, after analysis by Midas Gen software, the lateral deformation D of the mid-span connection end of the curved roof frame 2 and the tie rod waist truss 15 without the horizontal arch 5 is x (mm) Figure 8 As shown, in F h (kN) The axial force of the mid-span members at the ends of the two wings is as follows: Fig. 9 The lateral displacement D of the connection end of the curved roof 2 frame with horizontal arch 5 and the tie rod waist truss 15 at the mid-span is shown as follows. x (mm) Fig.10 As shown, in F h (kN) under the action of the axial force of the mid-span members at the ends of the two wings Fig.11 It can be seen that under the structural arrangement of horizontal arch 5, the mid-span lateral displacement of the horizontal connecting truss of the main arch frame is 42.7mm, parallel to the direction of the main arch frame 11, the axial force of the secondary beam of the curved roof 2 frame is relatively uniform, the axial force is about 450kN, and the axial force of the horizontal arch 5 bar reaches 1300kN, indicating that it effectively participates in resisting the lateral load.

[0050] Specifically, the axial cross-sectional area of ​​the horizontal arch 5 is 0.0205m 2 -0.1583m 2 The axial cross-sectional areas of the horizontal arch 5 are P450x15 (A = 0.0205m 2 )、P500x30(A=0.044m 2 )、P800x30(A=0.0726m 2 )、P1000x30(A=0.0914m 2 )、P1300x40(A=0.1583m2 )、P1500x40(A=0.1835m 2 ) After analysis by Midas Gen software, the mid-span lateral displacement D is calculated based on the calculation results. x (mm) relative to the interface area A (m 2 ) Relationship curve diagram Fig.12 As shown in the figure, it can be seen that below the P500x30 section, the lateral displacement of the structure decreases rapidly with the increase of the arch structure stiffness, while above the P1000x30 section, as the horizontal arch 5 structure stiffness increases, the mid-span lateral displacement D x (mm) decreases gradually, when A=0.1583m 2 When the mid-span lateral displacement D x (mm)Min.

[0051] In the third embodiment of the present invention, based on the first embodiment, eleven slings 4 are arranged between the main arch frame 11 and the waist truss 15, the top end of the sling 4 is connected to the main arch frame 11, and the bottom end is connected to the waist truss 15, and the distance between each sling 4 is equal.

[0052] Specifically, 13 sets of 2P245x12 steel pipes are used for the sling 4. q = 1.35xDL + 1.4x0.7xLL is used as the representative value of the vertical load for research. After analysis by Midas Gen software, the deformation shape of the structure under the vertical load when the sling 4 is not set is as follows: Fig.13 As shown, when the sling 4 is set, the deformation shape of the structure under the vertical load is as follows Fig.14 It can be seen that, in the case of setting the suspension cable 4, the rigidity of the tie rod waist truss 15 is improved, the supporting effect on the two-wing curved roof 2 is more obvious, and the force boundary conditions of the two-wing curved roof 2 can be better improved.

[0053] In addition, the cable is an important member connecting the main arch frame and the tie rod waist truss 15. In addition to improving the stiffness of the tie rod waist truss 15, it also significantly improves the in-plane stability of the main arch frame. The main arch frame 11 is subjected to force verification under the half-span vertical load according to the structure without and with the sling 4. After analysis by the Midas Gen software, the verification results without the sling 4 are as follows: Fig.15 As shown, the calculation results of sling 4 are as follows Fig.16As shown, it can be seen that under the action of half-span load, the deformation of the main arch frame presents a concave shape in the half-span with load and a convex shape in the half-span without load. When the sling 4 is set, the concave deformation and convex deformation of the main arch frame 11 are reduced by 9% and 29% compared with the case when the sling 4 is set, indicating that in the convex section, the sling 4 is pulled, providing a larger in-plane stiffness for the main arch frame. Therefore, the sling 4 has a significant effect on reducing the vertical displacement of the tie rod waist truss 15 and reducing the internal force of the tie rod waist truss 15. At the same time, the sling 4 also improves the stability of the main arch frame under the action of half-span load.

[0054] The invention provides an I-shaped bidirectional pile foundation with a prestressed tie rod and an anti-thrust retaining wall.

[0055] In the embodiment of the present invention, Figures 2 to 5 As shown, the bidirectional pile foundation includes an I-shaped pile cap 2, bored piles 3 and an underground continuous wall 4.

[0056] Specifically, the upper end surface of the web 22 of the I-shaped pile cap 2 is connected to the arch foot of the main arch 1 and is parallel to the projection line direction of the main arch 1 on the horizontal plane. The flange 21 intersects with the projection line direction of the main arch 1 on the horizontal plane. The bored piles 3 are evenly distributed on the lower end surface of the I-shaped pile cap 2 to form a pile foundation with the I-shaped pile cap 2. The underground continuous wall 4 is arranged on the lower end surface of the I-shaped pile cap 2, and its extension direction is parallel to the flange 21 of the I-shaped pile cap 2. It is located at the edge of the flange 22 of the I-shaped pile cap 2 on the outer side of the arch foot of the main arch 1, so as to achieve the maximum effect of resisting the displacement of the axis defense line of the main arch 1.

[0057] The stress analysis of this embodiment is carried out below by changing the pile length and whether to set up the underground continuous wall 4 to demonstrate the beneficial effects of the present invention.

[0058] Comparative Example 1

[0059] It is a traditional square cap pile foundation. The plane dimensions of the square cap are 23200mm in length, 23200mm in width, 2500mm in thickness, 68 manually excavated piles and 15m in length.

[0060] Example 1

[0061] The plane dimensions of the I-shaped pile cap 2 are a total length of 23200mm, a total width of 23200mm, an upper flange 21 width of 8200m, a lower flange 21 width of 5200mm, a belly width of 11200mm, and a cap thickness of 2500mm. 24 artificial bored piles 3 are arranged on the upper flange 21 of the cap, 16 artificial bored piles 3 are arranged on the lower flange 21, and 16 artificial bored piles 3 are arranged on the web 22, for a total of 56 piles. The length of the artificial bored piles 3 is 15m.

[0062] Example 2

[0063] The plane dimensions of the I-shaped pile cap 2 are a total length of 23200mm, a total width of 23200mm, an upper flange 21 width of 8200m, a lower flange 21 width of 5200mm, a belly width of 11200mm, and a cap thickness of 2500mm. 24 artificial bored piles 3 are arranged on the upper flange 21 of the cap, 16 artificial bored piles 3 are arranged on the lower flange 21, and 16 artificial bored piles 3 are arranged on the web 22, for a total of 56 piles. The length of the artificial bored pile 3 is 10m.

[0064] Example 3

[0065] The plane dimensions of the I-shaped pile cap 2 are 23200mm in length, 23200mm in width, 8200m in width of the upper flange 21, 5200mm in width of the lower flange 21, 11200mm in width of the belly, and 2500mm in thickness of the cap. 24 artificially excavated piles 3 are arranged on the upper flange 21 of the cap, 16 artificially excavated piles 3 are arranged on the lower flange 21, and 16 artificially excavated piles 3 are arranged on the web 22, totaling 56 piles. The length of the artificially excavated piles 3 is 10m. Two underground continuous walls 4 are arranged at the upper and lower flanges 21 of the I-shaped pile cap 2, perpendicular to the direction of the projection line of the main arch 1 on the horizontal plane, to improve the foundation's ability to resist the bidirectional horizontal thrust of the arch foot. The underground continuous wall 4 is arranged along the full width of the flange 21 of the I-shaped pile cap 2, with a thickness of 1200mm and a height of 4950mm.

[0066] The size of the bored pile 3 in the above-mentioned comparative example 1 and embodiments 1-3 is 1200x1200mm, the pile spacing is 3000mm, the characteristic value of the single pile bearing capacity is 2000KN, the characteristic value of the single pile horizontal bearing capacity is 700KN, the concrete strength grade used for the square cap, I-pile cap 2 and the bored pile 3 is C35, and the bottom elevation of the I-pile cap 2 is 0.000mm.

[0067] The calculation and analysis adopts the large-scale nonlinear geotechnical finite element analysis software PLAXIS 3D, and the pile foundation adopts the Embedded pile unit. The Mohr-Coulomb material model is selected from its constitutive model library to simulate the soil layer and perform stress analysis on it.

[0068] like Figure 3 As shown, the main arch 1 of the arch structure has four arch foot foundations. The foundation of one of the arch foot is calculated and compared and analyzed, and the internal force of the arch foot of the main arch 1 and the upper load of the I-shaped pile cap 2 are equivalent to the surface load of the I-shaped pile cap 2 as follows:

[0069] Comparative Example 1: σ x :28.87kN / m 2 ;

[0070] σ y:-48.89kN / m 2 ;

[0071] σ z :-29.36kN / m 2 ;

[0072] |σ|:63.92kN / m 2 ;

[0073] Embodiments 1 to 3: x :36.95kN / m 2 ;

[0074] σ y :-62.57kN / m 2 ;

[0075] σ z :-37.58kN / m 2 ;

[0076] |σ|:81.81kN / m 2 .

[0077] The settings of each rock and soil layer are as follows:

[0078] Soil layer Top(m) Bottom(m) Fine sand(2) 6 0 Fine sand(4) 0 -5 Silt(5) -5 10 Fine sand(6) -10 -20

[0079] The displacement table of the I-shaped pile cap 2 obtained by calculation is as follows:

[0080]

[0081]

[0082] It can be seen from the above list that after the square pile cap is changed to the I-shaped pile cap 2, the cap stiffness does not change much, and after the pile length is changed from 15m to 10m, the X-direction displacement of the I-shaped pile cap 2 becomes smaller, the Y-direction displacement remains basically unchanged, and the Z-direction displacement becomes larger, but the change range is not large. After two underground continuous walls 4 are arranged on the flange 21, the stiffness of the pile foundation is effectively improved, making the displacements in all directions smaller.

[0083] The axial force table of the pile bottom of the artificial bored pile obtained by calculation is as follows:

[0084] Comparative Example 1 Embodiment 1 Embodiment 2 Embodiment 3 Maximum axial force of pile body (kN) 3442 3464 2574 2417 Maximum axial force (kN) 1242 1884 1866 1835 Maximum axial force at bottom (kN) 1932 2980 2465 2200

[0085] It can be seen from the above list that after the square pile cap is changed to an I-shaped pile cap 2, the number of bored piles 3 is reduced, and the pile bottom axial force increases. After the pile length is changed from 15m to 10m, the pile bottom axial force decreases. The change curve of the pile body axial force with depth shows that the maximum axial force of the pile body is not at the top of the pile, but in the middle of the pile. In the case of a row pile foundation with a specific pile spacing and the characteristics of the soil layer of the site, the amount of soil layer settlement is greater than the amount of compression of the pile body concrete, resulting in the soil body exerting a downward pull on the pile body. Therefore, this project considers a certain negative friction resistance and verifies the pile body bearing capacity. When the pile length is too large, the longer the negative friction resistance influence section is, the greater the maximum axial force in the 15-meter pile is. The maximum axial force in the pile length of 10 meters; after two underground continuous walls 4 are arranged on the flange 21 of the cap, the basement continuous wall shares part of the upper load, and the pile bottom axial force decreases accordingly.

[0086] The shear force table of artificial bored piles obtained by calculation is as follows:

[0087] Comparative Example 1 Embodiment 1 Embodiment 2 Embodiment 3 Maximum shear force at the X-axis node of the pile 871.3 932.2 769.2 707.3 Maximum shear force at the X-axis node on the pile top 636.05 660.8 584.2 555.75 Maximum shear force at the Y-axis node of the pile 1158.0 1012 841.0 378.7 Maximum shear force at the Y-axis node on the pile top 753.4 722.9 548.1 371.9

[0088] It can be seen from the above list that after the square pile cap is changed to the I-shaped pile cap 2, the bidirectional horizontal thrust borne by the artificial excavated pile 3 has little change; after the pile length is changed from 15m to 10m, the length of the pile section that mainly bears the shear force becomes longer, and the shear force borne by the pile top section is more uniform, so the bidirectional shear force of the 10-meter pile body becomes smaller. The shear force curve that changes with depth shows that under the joint action of the pile and soil, the artificial excavated pile 3 is subjected to a large shear force at the top of the pile, and the shear force decays rapidly with the increase of depth, so the pile top has denser stirrups within a certain depth range. After the pile length exceeds a certain depth, it has little effect on resisting horizontal shear force; after two underground continuous walls 4 are arranged on the flange 21 of the cap, the X-direction horizontal thrust borne by the artificial excavated cast-in-place pile has decreased, but the Y-direction horizontal thrust has decreased significantly.

[0089] like Figures 6 to 9 As shown, in Example 3, after the underground continuous wall 4 is set, the Y-direction shear force borne by the bored piles 3 is greatly reduced, and the X-direction shear force is only slightly reduced. Therefore, when the thickness of the underground continuous wall 4 is parallel to the main arch span direction with a larger horizontal force, the contact surface between the lateral resistance member and the soil is increased, and a larger shear force is borne.

[0090] The displacement table of the artificial bored pile 3 obtained by calculation is as follows:

[0091] Maximum displacement in X direction (mm) Maximum displacement in Y direction (mm) Maximum displacement in Z direction (mm) Comparative Example 1 6.147 8.593 55.92 Embodiment 1 6.125 9.255 65.13 Embodiment 2 6.523 10.120 80.24 Embodiment 3 3.414 6.269 65.09

[0092] It can be seen from the above list that after the square pile cap is changed to an I-shaped pile cap 2 and the pile length is changed from 15m to 10m, the displacement changes in the X and Y directions are not large, the displacement in the Z direction increases, but the settlement deformation is small, and the stiffness of the cap does not change much; after two underground continuous walls 4 are arranged on the flange 21 of the I-shaped cap, the stiffness of the pile foundation is effectively improved, and the displacements of the bored pile 3 in the X and Y directions are also significantly reduced.

[0093] The calculated structure deadweight and concrete consumption are as follows:

[0094]

[0095] It can be seen from the above list that after the square pile cap is changed to an I-shaped cap, the deadweight of the structure and the amount of concrete used are reduced by 20%; after the pile length is changed from 15m to 10m, the deadweight of the structure and the amount of concrete used are reduced by 8% compared with Example 1; after two underground continuous walls 4 are arranged on the cap flange 21, the deadweight of the structure and the amount of concrete used are increased by 8% compared with Example 2, and reduced by 28% compared with Comparative Example 1.

[0096] In summary, the bidirectional pile foundation of the present invention has little change in foundation stiffness compared to the square-shaped arrangement, and can better bear two horizontal thrusts of different sizes. The selection of the artificial bored pile 3 pile foundation with appropriate pile length can achieve better engineering economy. When the pile length exceeds a certain length, the economic cost increases a lot without bringing the matching force performance. Under the premise of the I-shaped pile foundation, two underground continuous walls 4 are added to its flange 21, which can effectively improve the ability to resist horizontal thrusts in the vertical direction of the underground continuous wall 4, and the displacement of the artificial bored pile in the X and Y directions is significantly reduced. Under the premise of meeting the requirements of the specification for the vertical bearing capacity, horizontal bearing capacity, horizontal displacement, and settlement deformation of the artificial bored pile 3, the number of piles is effectively reduced, the dead weight of the foundation is reduced, and the amount of concrete is reduced.

[0097] The above description is only a preferred embodiment of the present invention, and does not limit the patent scope of the present invention. All equivalent structural changes made by using the contents of the present invention specification and drawings under the concept of the present invention, or directly / indirectly applied in other related technical fields are included in the patent protection scope of the present invention.

Claims

1. A large-span arched stadium structure system, comprising an upper structure and a lower structure, characterized in that: The upper structure comprises a central arch and a large-span curved roof steel structure frame arranged on both sides of the central arch, wherein the central arch comprises a pair of symmetrical large-span main arch frames inclined in opposite directions out of the plane, a secondary arch arranged between the two main arch frames and connecting the arch feet of the two main arch frames, at least two top trusses close to the main arch frame sagitta for connecting the two main arch frames, at least two top arch frames perpendicular to the top trusses for connecting the sagitta of the two secondary arches and corresponding to the arc line of the main arch frames, a waist truss arranged in the plane of the main arch frame and located at the waist of the main arch frame, one end of the large-span curved roof steel structure frame is connected to the waist truss, and the other end extends out of the plane of the main arch frame, and at least two supporting side columns are arranged at the other end of the large-span curved roof steel structure frame; a reinforced concrete tension beam is arranged between the I-shaped pile caps at the two arch feet of the main arch, and the reinforced concrete tension beam is a prestressed tension beam; The lower structure includes an I-shaped pile cap whose upper end face is connected to the arch foot and whose flange extension direction intersects with the projection line direction of the main arch frame on the horizontal plane, bored piles distributed at equal intervals on the lower end face of the I-shaped pile cap and forming a pile foundation with the I-shaped pile cap, and an underground continuous wall arranged on the lower end face of the I-shaped pile cap, whose extension direction is perpendicular to the projection line direction of the main arch on the horizontal plane and arranged along the full width of the flange of the I-shaped pile cap; the underground continuous wall is arranged under the I-shaped pile cap, close to the flange edge on the outer side of the arch foot of the main arch, and the web of the I-shaped pile cap is parallel to the projection line direction of the main arch on the horizontal plane.

2. The large-span arched stadium structure system according to claim 1 is characterized by: At least three pairs of slings are arranged between the main arch frame and the waist truss, the top ends of the slings are connected to the main arch frame, and the bottom ends are connected to the waist truss, and the distances between each sling are equal.

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