Bearing platform construction structure under obvious height difference condition

Abstract

The utility model discloses a bearing platform construction structure under the obvious height difference condition, which comprises a bearing platform and a pile foundation, and the bearing platform comprises a raft foundation section bearing platform and a pile foundation section bearing platform; the raft foundation section bearing platform comprises a main body section and an extension section extending from the side wall of the main body section, and the pile foundation section bearing platform comprises an upper bearing platform and a lower bearing platform which are located on the upper side and the lower side of the extension section; the side wall of the main body section abuts against the side wall of the lower bearing platform, the upper surface of the main body section is higher than the upper surface of the lower bearing platform, and the extension section covers the upper surface of the lower bearing platform; the upper surface of the upper bearing platform is flush with the upper surface of the main body section, and the distance between one end, away from the main body section, of the upper bearing platform and the main body section is smaller than that between one end, away from the main body section, of the lower bearing platform and the main body section; the pile foundation comprises shallow piles and deep piles, the shallow piles and the deep piles support the lower bearing platform, and the shallow piles are located between the deep piles and the main body section. According to the utility model, the raft foundation section bearing platform and the pile foundation section bearing platform are adopted in different areas, so that the weight distribution of the foundation is adjusted; and by adjusting the specific layout of the pile foundation, the overall stability of the bearing platform is enhanced, and the possible upsetting moment is effectively resisted.

Description

Technical Field

[0001] The utility model relates to the technical field of building foundations, in particular to a construction structure of a bearing platform under the condition of significant height difference. Background Art

[0002] The loading and unloading platform is a working platform designed specifically to facilitate the loading and unloading operations of large loading and unloading trucks and freight trucks, aiming to improve the loading and unloading efficiency. However, due to the height difference of the loading and unloading platform, and the loads on the part of the loading and unloading platform located in the unloading area and the part of the factory building are inconsistent. Especially when the factory building is built on non-homogeneous soil layers, under the influence of gravity, the settlement of the part of the loading and unloading platform located in the unloading area and the part of the factory building is uneven. Therefore, it is easy to cause the problem of the inclination of the bearing platform, affecting the use of the loading and unloading platform. Content of the Utility Model

[0003] The utility model provides a construction structure of a bearing platform under the condition of significant height difference to solve the above technical problems.

[0004] In order to achieve the above purpose, the technical solution of the utility model is as follows:

[0005] A construction structure of a bearing platform under the condition of significant height difference, including a bearing platform and a pile foundation. The bearing platform includes a raft foundation section bearing platform and a pile foundation section bearing platform; the raft foundation section bearing platform includes a main body section and an extension section extending from the side wall of the main body section. The pile foundation section bearing platform includes an upper bearing platform and a lower bearing platform located on the upper and lower sides of the extension section; the side wall of the main body section abuts against the side wall of the lower bearing platform. The upper surface of the main body section is higher than the upper surface of the lower bearing platform, and the extension section covers the upper surface of the lower bearing platform; the upper surface of the upper bearing platform is flush with the upper surface of the main body section. The upper bearing platform abuts against the side wall of the main body section, and the distance between the end of the upper bearing platform far from the main body section and the main body section is less than the distance between the end of the lower bearing platform far from the main body section and the main body section; the pile foundation includes shallow piles and deep piles. The shallow piles and deep piles support the lower bearing platform, and the shallow piles are located between the deep piles and the main body section.

[0006] Preferably, the raft foundation section bearing platform adopts the raft foundation steel bar binding process, and the pile foundation section bearing platform adopts the pile foundation bearing platform steel bar binding process.

[0007] Preferably, the raft foundation section bearing platform and the pile foundation section bearing platform are integrally cast.

[0008] Preferably, the deep piles include a first pile foundation and a second pile foundation. The first pile foundation is located between the shallow piles and the second pile foundation; the first pile foundation and the second pile foundation are connected by a number of additional steel bars, and the additional steel bars are respectively connected to the stirrups of the first pile foundation and the stirrups of the second pile foundation through connecting components.

[0009] Preferably, the connecting component adopts a cross fastener.

[0010] Preferably, the shallow piles, the first pile foundation and the second pile foundation are all end-bearing piles.

[0011] Preferably, the bearing platform is arranged on the soft soil layer, and the shallow piles, the first pile foundation and the second pile foundation extend to the hard rock stratum.

[0012] Beneficial effects:

[0013] A construction structure of a bearing platform under significantly different elevation conditions disclosed in this application enhances the overall stability by reasonably selecting the foundation type, adopting raft foundation section bearing platforms and pile foundation section bearing platforms in different regions, adjusting the foundation weight distribution, and reducing the unbalanced effect of the bearing platform when subjected to lateral forces; and by adjusting the specific layout of the pile foundation, shallow piles are used on the side prone to settlement, and deep piles are used on the side prone to uplift, enhancing the overall stability of the bearing platform and effectively resisting the possible overturning moment. Description of the drawings

[0014] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0015] Figure 1 It is a structural schematic diagram of a building foundation structure on a heterogeneous stratum disclosed in Embodiment 1 of the present invention;

[0016] Figure 2 It is a structural schematic diagram of a deep pile of a building foundation structure on a heterogeneous stratum disclosed in Embodiment 1 of the present invention;

[0017] Figure 3 It is a schematic diagram showing that the additional reinforcement bars and stirrups of a building foundation structure on a heterogeneous stratum disclosed in Embodiment 1 of the present invention are connected by cross fasteners;

[0018] Figure 4 It is a structural schematic diagram of the connection structure between a reinforced pipe pile and a bearing platform on a heterogeneous stratum disclosed in Embodiment 2 of the present invention Figure 1 ;

[0019] Figure 5 It is a structural schematic diagram of the connection structure between a reinforced pipe pile and a bearing platform on a heterogeneous stratum disclosed in Embodiment 2 of the present invention Figure 2 ;

[0020] Figure 6 It is a structural schematic diagram of the connection structure between a reinforced pipe pile and a bearing platform on a heterogeneous stratum disclosed in Embodiment 2 of the present invention Figure 3 ;

[0021] Figure 7 Schematic diagram of the waterproof structure of the basement pile head in heterogeneous strata disclosed in Embodiment 3 of the present invention;

[0022] Figure 8 is Figure 7 Partial enlarged view of A in

[0023] Figure 9 Top view of the waterproof structure of the basement pile head in heterogeneous strata disclosed in Embodiment 3 of the present invention;

[0024] Figure 10 Schematic diagram of the waterproof coiled material layer of the waterproof structure of the basement pile head in heterogeneous strata disclosed in Embodiment 3 of the present invention;

[0025] Figure 11 Assembly schematic diagram of the water stop ring, anchor reinforcement, steel casing and clamp of the waterproof structure of the basement pile head in heterogeneous strata disclosed in Embodiment 3 of the present invention.

[0026] 1, Cap; 11, Cap of raft foundation section; 111, Main body section; 112, Extension section; 12, Cap of pile foundation section; 121, Upper cap; 122, Lower cap;

[0027] 21, Shallow pile; 22, Deep pile; 221, First pile foundation; 222, Second pile foundation; 223, Additional reinforcement; 224, Stirrup; 225, Cross fastener; 226, Anchor reinforcement; 23, Pipe pile; 24, Well cage; 25, Support plate; 26, Connecting hook; 27, Limit block; 28, Elastic member;

[0028] 31, Soft soil layer; 32, Hard rock layer; 33, Plain fill layer; 4, Cushion;

[0029] 51, First waterproof layer; 52, Second waterproof layer; 531, First side wall; 532, Second side wall; 533, Bottom plane of groove;

[0030] 61, Waterproof coiled material; 62, Additional waterproof coiled material; 63, First sealant; 64, Water stop ring; 65, Second sealant; 66, Steel casing; 67, Clamp;

[0031] 7, Load-bearing column. Detailed implementation manners

[0032] To make the objectives, technical solutions, and advantages of the embodiments of the present utility model clearer, the technical solutions in the embodiments of the present utility model will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present utility model. Apparently, the described embodiments are some, but not all, of the embodiments of the present utility model. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present utility model without creative efforts shall fall within the protection scope of the present utility model.

[0033] Embodiment 1

[0034] A building foundation structure on a heterogeneous stratum, in combination with Figure 1 、 Figure 2 and Figure 3 as shown, includes a bearing platform 1, a pile foundation, and several load-bearing columns 7. The bearing platform 1 includes a raft foundation section bearing platform 11 and a pile foundation section bearing platform 12; the raft foundation section bearing platform 11 includes a main section 111 and an extension section 112 extending from the side wall of the main section 111. The pile foundation section bearing platform 12 includes an upper bearing platform 121 and a lower bearing platform 122 located on the upper and lower sides of the extension section 112; the side wall of the main section 111 abuts against the side wall of the lower bearing platform 122, the upper surface of the main section 111 is higher than the upper surface of the lower bearing platform 122, and the extension section 112 covers the upper surface of the lower bearing platform 122; the upper surface of the upper bearing platform 121 is flush with the upper surface of the main section 111, the upper bearing platform 121 abuts against the side wall of the main section 111, and the distance between the end of the upper bearing platform 121 away from the main section 111 and the main section 111 is less than the distance between the end of the lower bearing platform 122 away from the main section 111 and the main section 111; several load-bearing columns 7 are arranged on the upper surface of the upper bearing platform 121 for supporting the building; the pile foundation includes shallow piles 21 and deep piles 22, and the shallow piles 21 and deep piles 22 support the lower bearing platform 122, and the shallow piles 21 are located between the deep piles 22 and the main section 111.

[0035] First, by reasonably selecting the foundation type and adopting the raft foundation section bearing platform 11 and the pile foundation section bearing platform 12 in different regions, the weight distribution of the building foundation is adjusted, the unbalanced effect of the bearing platform 1 when subjected to lateral forces is reduced, and thus the overall stability is enhanced. Second, by adjusting the specific layout of the pile foundation, shallow piles 21 are used on the side prone to settlement, and deep piles 22 are used on the side prone to heave. They not only bear the vertical load but also resist the horizontal force through their deep anchoring effect, effectively resisting the possible overturning moment, and then ensuring the stability of the bearing platform 1 and several load-bearing columns 7. The combined action of these comprehensive measures ensures the stability and reliability of the bearing platform 1 and the load-bearing columns 7 in various complex environments, making the entire building foundation stable, firm, and safe; at the same time, it also provides a solid guarantee for the safe loading and unloading of goods, is conducive to improving the efficiency of loading and unloading operations, and makes the logistics transportation of the project smoother.

[0036] Preferably, the raft foundation section of the bearing platform 11 adopts the steel bar binding process for the raft foundation. On the higher side, a lightweight steel bar binding process for the raft foundation is adopted, and it covers the entire foundation, which not only reduces the weight of this area, but also helps to disperse the load, and can also achieve a tight combination with the pile foundation section of the bearing platform 12. The pile foundation section of the bearing platform 12 adopts the steel bar binding process for the pile foundation cap. This kind of foundation can penetrate deep into the ground, provide stronger bearing capacity, and has good economic benefits. The raft foundation section of the bearing platform 11 and the pile foundation section of the bearing platform 12 are integrally cast. The raft foundation section of the bearing platform 11 and the pile foundation section of the bearing platform 12 are combined through different steel bar binding techniques, ensuring the overall strength and stability after the integral casting.

[0037] Preferably, the deep pile 22 includes a first pile foundation 221 and a second pile foundation 222. The first pile foundation 221 is located between the shallow pile 21 and the second pile foundation 222; the first pile foundation 221 and the second pile foundation 222 are connected by a number of additional steel bars 223. The additional steel bars 223 are respectively connected to the stirrups 224 of the first pile foundation 221 and the stirrups 224 of the second pile foundation 222 through connecting components. By adding additional steel bars 223 to connect the first pile foundation 221 and the second pile foundation 222, the anti-pulling effect of the deep pile 22 is fully utilized to resist the tendency of inclination.

[0038] Preferably, the connecting component adopts a cross fastener 225 to ensure the tight combination of the additional steel bar 223 and the stirrup 224.

[0039] Preferably, the shallow pile 21, the first pile foundation 221 and the second pile foundation 222 all adopt end-bearing piles, so that they can well bear the vertical load transmitted by the bearing platform 1.

[0040] Preferably, the bearing platform 1 is arranged on the soft soil layer 31, and the shallow pile 21, the first pile foundation 221 and the second pile foundation 222 extend to the hard rock layer 32, so that the pile foundation can be more firmly embedded in the formation, thereby greatly improving its anti-pulling performance, ensuring that even under extreme conditions, the bearing platform 1 can remain stable and there will be no adverse inclination phenomenon.

[0041] Embodiment 2

[0042] The difference between this embodiment and Embodiment 1 is that the shallow pile 21 is connected through a connecting structure of a non-uniform formation reinforced pipe pile and the bearing platform.

[0043] Combined Figure 4 、 Figure 5 and Figure 6As shown in the figure, the connection structure between the non-uniform formation reinforcement pipe pile and the bearing platform includes: a pipe pile 23, a well cage 24 and a supporting plate 25. A number of connecting hooks 26 are fixed on the inner wall of the pipe pile 23. The number of connecting hooks 26 is arranged at the designed installation position at the bottom end of the well cage 24, and the connecting hooks 26 can support the bottom end of the well cage 24. By arranging a number of connecting hooks 26 on the inner wall of the pipe pile 23 to support the bottom end of the well cage 24, the limitation of the position of the bottom end of the well cage 24 is realized, and the well cage 24 is ensured to be lowered to the designed installation position. It avoids erecting steel bars above the port of the pipe pile 23, which is convenient for workers to construct, improves the construction efficiency and ensures the construction safety.

[0044] Preferably, a number of connecting hooks 26 are circumferentially distributed on the inner wall of the pipe pile 23, so that the connecting hooks 26 support the bottom end of the well cage 24 evenly and reliably.

[0045] Preferably, the connecting hook 26 is in an "L" shape. The short side of the connecting hook 26 is fixed on the inner wall of the pipe pile 23, and the long side is arranged vertically upward. When the well cage 24 is lowered, it can be sleeved on the long sides of a number of connecting hooks 26, playing a certain positioning role to prevent the well cage 24 from shaking.

[0046] Specifically, the pipe pile 23 is a steel pipe pile, and the end of the short side of the connecting hook 26 is welded and fixed on the inner wall of the pipe pile 23.

[0047] Preferably, the well cage 24 is also provided with anchoring steel bars 226, and the anchoring steel bars 226 are buried in the bearing platform 1 to strengthen the connection between the pile foundation and the bearing platform 1.

[0048] Preferably, at least three limiting blocks 27 are also fixed on the inner wall of the pipe pile 23. The limiting blocks 27 are located below the connecting hooks 26, and the three limiting blocks 27 form a positioning surface; the supporting plate 25 is located between the connecting hooks 26 and the positioning surface. An elastic member 28 is arranged between the supporting plate 25 and the positioning surface. The lower end of the elastic member 28 is fixedly connected with the limiting block 27, and the elastic member 28 is used to support the supporting plate 25. Under the action of the poured concrete, the supporting plate 25 continuously compresses the elastic member 28 and continuously sinks until the supporting plate 25 abuts against the limiting block 27, and then the supporting plate 25 stops descending. Compared with the previous manual throwing, this structure can place the supporting plate 25 at the designated position more accurately, making this connection structure more stable after pouring concrete.

[0049] Specifically, the limiting blocks 27 are welded and fixed on the inner wall of the pipe pile 23, and the elastic member 28 adopts a single-layer corrugated spring, and the lower end of the spring is welded and fixed on the upper surface of the limiting block 27.

[0050] Preferably, it further includes a cushion layer 4, and the top end of the pipe pile 23 passes through the cushion layer 4.

[0051] Embodiment 3

[0052] The difference between this embodiment and Embodiment 1 is that a waterproof structure for the basement pile head in heterogeneous strata is also provided between the pile foundation and the bearing platform 1.

[0053] Combined Figure 7 、 Figure 8 、 Figure 9 、 Figure 10 and Figure 11 As shown, the waterproof structure for the basement pile head in heterogeneous strata includes: pile foundation, bearing platform 1, cushion layer 4, waterproof coiled material layer, first waterproof layer 51, and anchor reinforcement 226. The cushion layer 4 is provided with a groove that surrounds the head of the pile foundation. Both side walls of the groove are inclined planes. The side wall of the groove close to the pile foundation is connected to the outer peripheral surface of the pile foundation head. Above the head of the pile foundation, a second waterproof layer 52 is also constructed. The second waterproof layer 52 extends beyond the edge of the pile foundation head and is connected to the end of the first waterproof layer 51 facing the pile foundation. This waterproof structure avoids water seepage from the side wall of the pile head by setting a groove on the cushion layer 4 and then laying the waterproof coiled material layer, the first waterproof layer 51, and the second waterproof layer 52. The second waterproof layer 52 is connected and sealed with the first waterproof layer 51.

[0054] Preferably, the groove includes: a first side wall 531, a second side wall 532, and a bottom plane 533 of the groove. The first side wall 531 slopes downward and then connects to one end of the bottom plane 533 away from the pile foundation. One end of the bottom plane 533 facing the pile foundation slopes upward and then connects to the second side wall 532. The end of the second side wall 532 away from the bottom plane 533 is connected to the outer peripheral surface of the pile foundation head. The setting of the groove avoids water flowing obliquely downward along the waterproof coiled material layer to the connection gap between the waterproof coiled material layer and the side wall of the pile head, thereby avoiding leakage due to the shrinkage of the concrete itself causing gaps around the pile head.

[0055] Preferably, the first waterproof layer 51 is a 50 - thick polymer cement waterproof mortar layer with a ratio of 1:2, and the second waterproof layer 52 is a 50 - thick polymer cement waterproof mortar layer with a ratio of 1:2.5.

[0056] Specifically, the second waterproof layer 52 overlaps on the first waterproof layer 51, covering the connection position between the first waterproof layer 51 and the side wall of the pile foundation. After the first waterproof layer 51 and the second waterproof layer 52 are constructed, they solidify together to form a good connection and seal.

[0057] Preferably, the waterproof coiled material layer includes a waterproof coiled material 61 and an additional waterproof coiled material 62. The waterproof coiled material 61 is constructed on the entire cushion layer 4, and the additional waterproof coiled material 62 is constructed on the waterproof coiled material 61 and is located above the groove to strengthen the waterproof ability of the groove part.

[0058] Preferably, a first sealant 63 is applied between the waterproof coiled material layer and the outer peripheral surface of the pile foundation head to prevent gaps from occurring at the connection between the waterproof coiled material layer and the side wall of the pile head due to the shrinkage of the concrete itself.

[0059] Specifically, the first sealant 63 is a one-component polyurethane sealant, which has excellent adhesion performance and weather resistance and can effectively prevent water penetration.

[0060] Preferably, a plain fill layer 33 is constructed under the cushion layer 4 to form an initial groove shape, which is convenient for constructing the cushion layer 4.

[0061] Preferably, a water stop ring 64 is provided on the anchor bar 226. The water stop ring 64 is made of a water-swellable rubber material. When the water stop ring 64 encounters moisture, it will quickly expand and closely adhere to the surface of the anchor bar 226, thus forming an effective waterproof barrier to hinder water penetration.

[0062] Preferably, the bottom of the water stop ring 64 is bonded to the second waterproof layer 52 through a second sealant 65 to fix the water stop ring 64. In this embodiment, the second sealant 65 is also a one-component polyurethane sealant.

[0063] Preferably, a steel casing 66 is sleeved outside the water stop ring 64, and a clamp 67 is installed on the outer periphery of the steel casing 66. This is to prevent the water stop ring 64 from absorbing too much water, resulting in changes in shape and size, or even displacement, thus affecting its normal waterproof effect.

[0064] Embodiment 4

[0065] This embodiment provides a construction method for a building foundation structure on a heterogeneous stratum, including the following steps:

[0066] S1. Construct shallow piles and deep piles:

[0067] S11. Construct shallow piles:

[0068] Weld connection hooks on the inner wall of the pipe pile, and place the support plate into the pipe pile; then weld the spring to the limit block, and then install the spring and the limit block into the pipe pile, and fix the limit block on the inner wall of the pipe pile by welding.

[0069] Clean the construction area, drill holes with a drilling rig, and drive the pipe pile into the ground according to the design requirements until reaching the hard rock stratum, and the pipe pile depths of the shallow piles and the deep piles reach the design depths respectively and maintain verticality.

[0070] Lift the well cage by a crane and lower it into the pipe pile until the connection hook holds the well cage.

[0071] Pour C35 concrete into the pipe pile. Under the gravity of the C35 concrete, the support plate continuously sinks, and the spring is continuously compressed until the spring is flattened and the support plate stops sinking after abutting against the limit block. Stop pouring the C35 concrete when it reaches the bottom end of the well cage.

[0072] Immediately carry out concrete pouring after the inspection of the shaft cage is completed. During the concrete pouring process, technological operations such as vibration, flushing, and compaction need to be carried out simultaneously.

[0073] After the perfusion is completed, curing and strength detection are required to ensure the quality and stability of the shallow piles.

[0074] S12. Construct deep piles:

[0075] Set out the position and lay out the lines, and excavate the soil to obtain the pile holes for installing the first pile foundation and the second pile foundation.

[0076] Lift and place the steel reinforcement cages of the first pile foundation and the second pile foundation by a crane, and fix the additional reinforcement bars on the steel reinforcement cages of the first pile foundation and the second pile foundation through cross fasteners.

[0077] Backfill the soil between the steel reinforcement cages, and then pour concrete. After curing and forming, deep piles are obtained.

[0078] S2. Compact the plain fill soil around the shallow piles and deep piles to form a plain fill soil layer. Construct the initial contour of the groove on the plain fill soil layer to provide a foundation for subsequent work. Then pour C15 concrete on the plain fill soil layer to obtain a cushion layer.

[0079] Lay waterproof coiled materials on the cushion layer, and lay additional waterproof coiled materials at the positions corresponding to the grooves on the waterproof coiled materials; during the laying process, it is necessary to ensure that the coiled materials are flat and free of wrinkles to maximize their waterproof performance. Apply one-component polyurethane sealant at the joints between the waterproof coiled materials, additional waterproof coiled materials and the outer periphery of the piles for bonding and sealing.

[0080] Use 50-mm-thick 1:2 polymer cement waterproof mortar to level and form the first waterproof layer. Manually clean the pile heads, wash away the miscellaneous soil, and use 50-mm-thick 1:2.5 polymer cement waterproof mortar to level and form the second waterproof layer at the pile heads. The second waterproof layer extends outward beyond the edge of the pile heads and is leveled onto the first waterproof layer.

[0081] Set a water stop ring on the anchor reinforcement bars, and bond the water stop ring to the second waterproof layer through one-component polyurethane sealant; set a steel casing outside the water stop ring and tighten the steel casing with a clamp.

[0082] Bind the steel reinforcement cage of the lower bearing platform of the pile foundation section on top of the shallow piles and deep piles.

[0083] Bind the steel reinforcement cage of the main section of the raft foundation section on the side of the steel reinforcement cage of the lower bearing platform, and bind the steel reinforcement cage of the extension section of the raft foundation section on top of the steel reinforcement cage of the lower bearing platform.

[0084] Bind the steel reinforcement cage of the upper bearing platform of the pile foundation section on top of the steel reinforcement cage of the extension section.

[0085] S8. Pour the concrete integrally and construct the bearing platform.

[0086] S9. Bind the steel bar framework of the load-bearing column on the upper bearing platform and install the forming formwork of the load-bearing column, then pour the concrete to construct the load-bearing column;

[0087] S10. Remove the forming formwork of the load-bearing column.

[0088] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements on some or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A cap construction structure under conditions of significant height difference, comprising a cap (1) and a pile foundation, characterized in that: The cap (1) comprises a raft foundation section cap (11) and a pile foundation section cap (12); the raft foundation section cap (11) comprises a main section (111) and an extension section (112) extending from the side wall of the main section (111); the pile foundation section cap (12) comprises an upper cap (121) and a lower cap (122) located at the upper and lower sides of the extension section (112); the side wall of the main section (111) abuts against the side wall of the lower cap (122); the upper surface of the main section (111) is higher than the lower surface of the lower cap (122); The upper surface of the lower support platform (122) is covered by the extension section (112); the upper surface of the upper support platform (121) is flush with the upper surface of the main section (111); the upper support platform (121) abuts against the side wall of the main section (111); the distance between one end of the upper support platform (121) away from the main section (111) and the main section (111) is smaller than the distance between one end of the lower support platform (122) away from the main section (111) and the main section (111); The pile foundation comprises shallow piles (21) and deep piles (22), wherein the shallow piles (21) and the deep piles (22) support the lower capping platform (122), and the shallow piles (21) are located between the deep piles (22) and the main body section (111).

2. The cap construction structure under significant height difference conditions according to claim 1, characterized in that: The raft foundation section cap (11) adopts a raft foundation reinforcement binding process, and the pile foundation section cap (12) adopts a pile foundation cap reinforcement binding process.

3. The cap construction structure under the condition of significant height difference according to claim 2, characterized in that: The raft foundation section cap (11) and the pile foundation section cap (12) are integrally cast and formed.

4. The cap construction structure under significant height difference conditions according to claim 1, characterized in that: The deep pile (22) comprises a first pile foundation (221) and a second pile foundation (222), wherein the first pile foundation (221) is located between the shallow pile (21) and the second pile foundation (222); the first pile foundation (221) and the second pile foundation (222) are connected via a plurality of additional reinforcements (223), wherein the additional reinforcements (223) are respectively connected to the stirrups (224) of the first pile foundation (221) and the stirrups (224) of the second pile foundation (222) via a connecting assembly.

5. The cap construction structure under the condition of significant height difference according to claim 4, characterized in that: The connection assembly adopts a cross fastener (225).

6. The cap construction structure under significant height difference condition according to claim 4, characterized in that: The shallow piles (21), the first pile foundation (221) and the second pile foundation (222) are all end-bearing piles.

7. The cap construction structure under significant height difference conditions according to claim 1, characterized in that: The capping platform (1) is arranged on a soft soil layer (31), and the shallow piles (21), the first pile foundation (221) and the second pile foundation (222) extend to a hard rock layer (32).

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