An underground continuous wall anchor foundation and a construction method thereof

Abstract

The present application relates to a kind of underground continuous wall anchor foundation and its construction method.Underground continuous wall anchor foundation, small cabin retaining wall, small cabin transverse wall and large cabin transverse wall mainly play a retaining role, underground continuous wall anchor foundation stress is mainly by roof and lower strip wall type ground wall jointly stressed, strip wall type ground wall can increase ground wall length and enter better bearing stratum according to stress needs, give full play to ground wall side friction force effect, pass through the load of anchor body to surrounding soil by roof and strip wall type ground wall transmission, give full play to the beneficial load contribution of strip wall type ground wall, so that the wall depth of strip wall type ground wall is greater than the wall depth of small cabin retaining wall, small cabin transverse wall and large cabin transverse wall, can control the excavation depth of small cabin retaining wall, small cabin transverse wall and large cabin transverse wall, compared with prior art, greatly reduce the foundation excavation depth and construction risk, while can shorten construction period, reduce the influence on environment.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of suspension bridge anchorage foundation, in particular to an underground continuous wall anchorage foundation and a construction method thereof. BACKGROUND

[0002] The anchorage foundation is an important load-bearing structure of the suspension bridge, and generally adopts a shallow-buried gravity type anchorage, a deep-buried caisson anchorage foundation and an underground continuous wall (hereinafter referred to as a diaphragm wall) anchorage foundation.

[0003] The shallow-buried gravity type anchorage foundation is generally applicable to geological conditions with shallow rock stratum burial depth, the caisson foundation has high requirements for geological conditions, has great difficulty in sinking, has large excavation and dewatering engineering quantity, and the underground continuous wall foundation is applicable to various geological conditions, has advantages of large structural rigidity, various planar layouts, fast construction speed, good seepage prevention and water stopping effect and the like.

[0004] For high water level thick overburden geological conditions, the traditional caisson foundation and the underground continuous wall anchorage foundation both have defects of large foundation burial depth, large internal excavation operation quantity and high cost. The traditional underground continuous wall anchorage foundation mainly adopts a closed circular, ∞-shaped, rectangular and other closed type, and the diaphragm wall is only used as a temporary enclosure structure without considering the diaphragm wall as a main force structure, ignoring the bearing contribution of the diaphragm wall to the anchorage foundation, and increasing the scale and construction cost of the anchorage foundation.

[0005] Most of the existing diaphragm wall anchorage foundations do not consider the bearing contribution of the diaphragm wall. In order to consider the bearing contribution of the diaphragm wall, the currently disclosed invention mainly has a double-layered ∞-shaped composite diaphragm wall anchorage foundation, as disclosed in the Chinese Utility Model Patent with the Patent No. ZL202022642590.1. Although the anchorage foundation considers the bearing action of the diaphragm wall, the diaphragm wall inside the anchorage cannot fully play a bearing role, and mainly relies on gravity type anti-sliding, and the base needs to be buried in a better bearing layer. For deep overburden geological conditions, the better bearing layer is generally buried deep, generally more than 30 m, so that the excavation depth needs to reach more than 30 m, and the safety risk of foundation pit construction is large. Moreover, a large depth needs to be excavated inside to meet the requirements of anti-sliding and base foundation bearing capacity, and the excavation quantity and cost are large, and the large and small compartment diaphragm walls are deep, and a rigid joint is adopted, so that the design and construction are complex, and the construction period is long. SUMMARY

[0006] The present application aims to overcome the deficiencies of the double-layered ∞-shaped composite diaphragm wall anchorage foundation in the prior art, i.e. all diaphragm walls need to be excavated to a large depth to meet the requirements of anti-sliding and base foundation bearing capacity, and the excavation quantity and cost are large, and to provide an underground continuous wall anchorage foundation and a construction method thereof.

[0007] In a first aspect, the present application provides an underground continuous wall anchorage foundation, comprising

[0008] The small-compartment containment wall is arranged on both sides of the transverse bridge direction, and is arranged along the longitudinal bridge direction.

[0009] The strip wall diaphragm wall is arranged along the longitudinal bridge direction, and is distributed between the small-compartment containment walls on both sides of the transverse bridge direction along the transverse bridge direction.

[0010] The small-compartment transverse partition wall is arranged along the transverse bridge direction, and is distributed along the longitudinal bridge direction. The small-compartment transverse partition wall divides the space between the small-compartment containment wall and the adjacent strip wall diaphragm wall into a plurality of small compartments.

[0011] The large-compartment transverse partition wall is arranged along the transverse bridge direction, and is distributed along the longitudinal bridge direction. The large-compartment transverse partition wall divides the space between the two adjacent strip wall diaphragm walls into a plurality of large compartments.

[0012] The top plate is arranged on the top of the small-compartment containment wall, the strip wall diaphragm wall, the small-compartment transverse partition wall, and the large-compartment transverse partition wall, and forms an integral whole.

[0013] The bottom plate includes a dry sealing bottom plate and an underwater sealing bottom plate. The dry sealing bottom plate is supported below the top plate, and is located in the large compartment. The underwater sealing bottom plate is supported below the dry sealing bottom plate, and is located in the small compartment and the large compartment.

[0014] The anchor body is fixed above the top plate, and is used for connecting the cable.

[0015] The wall depth of the strip wall diaphragm wall is greater than the wall depth of the small-compartment containment wall, the small-compartment transverse partition wall, and the large-compartment transverse partition wall.

[0016] The small-compartment containment wall, the strip wall diaphragm wall, the small-compartment transverse partition wall, the large-compartment transverse partition wall, the top plate, the bottom plate, and the anchor body form an integral whole.

[0017] The small-compartment enclosure wall, the small-compartment transverse wall and the large-compartment transverse wall of the application mainly play the role of enclosure and are part of the roof, and only need to meet the requirements of the roof and the floor in the range of excavation depth support, and the burying depth is relatively shallow, and the joint stiffness requirement is relatively low. The roof base does not need to enter a good bearing stratum, but the bottom strip wall of the roof enters the good bearing stratum, and the roof transmits the upper load to the strip wall, and then transmits the load to the surrounding soil, that is, the stress of the underground continuous wall anchor foundation is mainly borne by the roof and the lower strip wall of the roof, and the strip wall of the roof can increase the length of the continuous wall and enter a better bearing stratum according to the stress requirement, fully play the role of the side friction resistance of the continuous wall, and transmit the load of the anchor body to the surrounding soil through the roof and the strip wall, which fully plays the beneficial load contribution of the strip wall, so that the wall depth of the strip wall is greater than that of the small-compartment enclosure wall, the small-compartment transverse wall and the large-compartment transverse wall, the excavation depth of the small-compartment enclosure wall, the small-compartment transverse wall and the large-compartment transverse wall can be controlled, compared with the prior art, the excavation depth and the construction risk are greatly reduced, and the construction period is shortened, and the influence on the environment is reduced.

[0018] Therefore, the underground continuous wall anchor foundation of the application can be well applied to the geological conditions of high water level and thick overburden layer, has the advantages of small excavation amount, low construction risk, short construction period, low cost and the like, and has remarkable economic and environmental benefits.

[0019] Preferably, the thickness of the roof at the top of the small compartment is at least 2 times the wall thickness of the small-compartment enclosure wall, the thickness of the roof at the top of the large compartment is not less than 5 m, and the top surface of the roof is horizontal.

[0020] The top surface of the roof is horizontal, the thickness of the roof at the top of the small compartment is at least 2 times the wall thickness of the small-compartment enclosure wall, the thickness of the roof at the top of the large compartment is not less than 5 m, that is, the height difference of the bottom of the roof is different, the height of the bottom of the roof at the top of the small compartment is higher than the height of the bottom of the roof at the top of the large compartment, which can form a downward convex structure of the roof embedded in the continuous wall foundation, and has stronger anti-sliding capability.

[0021] Preferably, the underwater bottom sealing bottom plate is a plain concrete structure;

[0022] The dry sealing bottom plate is a reinforced concrete structure, and the dry sealing bottom plate is provided with a mortise and tenon joint in the middle of the strip wall of the continuous wall and the large-compartment transverse wall.

[0023] The underwater bottom sealing bottom plate plays the role of anti-surge and water isolation, the plain concrete does not need to be provided with reinforcing steel bars, has relatively low cost, and is relatively fast in construction. The dry sealing bottom plate is a reinforced concrete structure, and the mortise and tenon joint is arranged in the middle of the dry sealing bottom plate and the strip wall of the continuous wall and the large-compartment transverse wall, so as to improve the shearing capacity.

[0024] Preferably, all strip walls are arranged in parallel and equidistant, the wall spacing of the strip wall is not less than 6 times the wall thickness, and the vertical joints of the strip wall are rigid joints.

[0025] The group wall effect is effectively reduced.

[0026] Preferably, the wall spacing of the strip wall is 8-10 times the wall thickness, the group wall effect is significantly reduced, and the size of the top plate of the foundation is more appropriate, thereby reducing the cost.

[0027] Preferably, the cross wing plates are arranged at intervals between the strip walls, which can significantly improve the horizontal bearing capacity.

[0028] Preferably, the large-bay transverse partition walls are arranged in 2-4 rows along the bridge direction, and the wall spacing of the large-bay transverse partition wall is preferably 2-3 times the wall spacing of the strip wall.

[0029] The larger the wall spacing of the large-bay transverse partition wall, the more difficult it is to ensure safety, and the smaller the wall spacing of the large-bay transverse partition wall, the more the number of large-bay compartments, and the lower the construction efficiency.

[0030] Preferably, the strip walls below the bottom plate are provided with wing plates on both sides, and the wing plates are arranged along the transverse bridge direction to resist the cable force in the bridge direction, thereby further reducing the excavation depth or size of the strip wall.

[0031] Preferably, the underwater bottom sealing bottom plate is provided with a foundation reinforcement below, and the foundation reinforcement is located in the large-bay compartment and the small-bay compartment, thereby improving the foundation bearing capacity below the bottom plate and playing the roles of water stopping and anti-surge.

[0032] Preferably, the strip wall comprises a first-stage slot section and a second-stage slot section, a row-inserted steel box is placed in the first-stage slot section, the steel box comprises a straight steel box, a cross steel box and / or a T-shaped steel box, and concrete is poured in the steel box, and the outer side of the steel box is backfilled with gravel and grouted;

[0033] The longitudinal length of the straight steel box is preferably greater than 4m, too short is easy to deform and unstable, and too long will increase the steel consumption and manufacturing cost.

[0034] A second-stage slot section reinforcement cage is arranged in the second-stage slot section, the second-stage slot section reinforcement cage is rigidly connected with the steel box of the first-stage slot section through row-inserted steel reinforcement, and concrete is poured in the second-stage slot section;

[0035] The length of the straight second-stage slot section is preferably 8-15m, which reduces the number of vertical joints, saves cost, and improves construction efficiency.

[0036] Preferably, local holes are arranged on the large-bay compartment transverse partition wall within the range of the bottom plate and the top plate, and the longitudinal reinforcement of the bottom plate and the top plate passes through the holes to form a whole.

[0037] The roof structure integrity is improved by setting a hole on the large partition wall and penetrating the steel bar.

[0038] In the second aspect, the application provides a construction method of an underground continuous wall anchor foundation, comprising the following steps:

[0039] S1: constructing a strip wall type ground continuous wall:

[0040] Site leveling, trench wall reinforcement and guide wall construction;

[0041] Constructing a first-stage trench section and a steel box of the strip wall type ground continuous wall, and pouring corresponding concrete;

[0042] Then, constructing a second-stage trench section and a second-stage trench steel reinforcement cage of the adjacent strip wall type ground continuous wall, and pouring corresponding concrete;

[0043] S2: constructing a small partition compartment enclosure wall, a small partition compartment transverse wall and a large partition compartment transverse wall to form small partition compartments and large partition compartments, and setting door holes on the small partition compartment transverse wall and the large partition compartment transverse wall at every certain interval along the depth;

[0044] S3: reinforcing the deep foundation of the small partition compartments and the large partition compartments;

[0045] S4: first, excavating 9m-10m in the small partition compartments after dewatering, and then vertically spacing 3m-5m to construct a steel support in the transverse direction;

[0046] Then, excavating underwater to the design elevation;

[0047] Then, pouring the bottom plate underwater to seal the bottom;

[0048] Continuing to pump water and synchronously constructing the steel support;

[0049] Cleaning the inner wall of the small partition compartment, layer by layer binding the steel reinforcement cage of the filling core to the rigid connection with the adapter pre-buried on one side of the strip wall type ground continuous wall, and making the corresponding steel bars of the steel reinforcement cage pass through the door hole on the small partition compartment transverse wall, so that the steel reinforcement cages of the adjacent small partition compartments are connected into a whole, layer by layer pouring the small partition compartment concrete, wherein 2m-4m of the top is poured with plain concrete; and forming a double-layer ground continuous wall enclosure wall;

[0050] S5: first, dewatering in the pit, then dry excavating to a depth of 5m-7m in the small partition compartment, breaking the 4m-6m high plain concrete section on the upper portion of the second-stage trench section of the internal strip wall type ground continuous wall and the top plain concrete of the small partition compartment, and then erecting a construction platform;

[0051] S6: all the large partition compartments are excavated by underwater suction of soil, each layer is excavated by 2m-4m, after excavating to the bottom surface elevation of the foundation pit, a 5m-7m underwater sealing bottom plate is poured;

[0052] S7: evenly pumping water according to 1.5m-2.5m water head difference of adjacent large compartments until pumping dry the interior of the large compartment; the door hole is arranged on the interior large compartment transverse partition wall along the vertical direction at equal intervals, the dry sealing bottom plate bridge direction steel bars are penetrated through the door hole on the interior large compartment transverse partition wall, and the mortise and tenon joints are arranged on both sides of the interior bridge direction strip wall type connected wall and both sides of the interior large compartment transverse partition wall, then the dry sealing bottom plate is casted with 3m-5m thick dry sealing bottom plate concrete, and the concave-convex mortise and tenon joints are formed between the dry sealing bottom plate and the strip wall type connected wall and the large compartment transverse partition wall;

[0053] S8: constructing the top plate structure in the large compartment above the dry sealing bottom plate: the mortise and tenon joints are arranged on both sides of the interior strip wall type connected wall and both sides of the interior large compartment transverse partition wall, the top plate steel bars are rigidly connected with the strip wall type connected wall and the compartment transverse partition wall side connector, the top plate concrete is layered and casted, and the complete top plate structure is formed;

[0054] S9: constructing the upper anchor body structure in layers and blocks above the top plate.

[0055] In the application, the strip wall type connected wall with deep depth is constructed first, and then the small compartment enclosure wall, the small compartment transverse partition wall and the large compartment transverse partition wall with shallow depth are constructed, so that the influence of the strip wall type connected wall on the small compartment enclosure wall, the small compartment transverse partition wall and the large compartment transverse partition wall is avoided;

[0056] When the strip wall type connected wall is constructed, the structure stress and the construction efficiency are comprehensively considered, the strip wall type connected wall is divided into a first-stage slot section and a second-stage slot section for construction, and the construction quality and efficiency of the strip wall type connected wall are ensured;

[0057] The small compartment and the large compartment are subjected to deep foundation reinforcement, the foundation bearing capacity below the bottom plate is improved, the construction safety is improved, and the excavation water stopping effect is achieved;

[0058] The small compartment is subjected to the steps of precipitation excavation, synchronous support, underwater excavation, bottom sealing, cleaning, layered steel cage installation and connection and concrete casting, the rich-water excavation and core filling construction of the double-layer connected wall enclosure wall are realized, the strength of the double-layer connected wall enclosure wall is ensured, and a safe operation environment is provided for the subsequent excavation construction of the large compartment;

[0059] The interior strip wall type connected wall is broken in the second-stage slot section upper 4m-6m high plain concrete section and the small compartment top plain concrete, and then the construction platform is erected, so that the conditions are provided for the top plate and bottom plate construction;

[0060] All the large compartments are subjected to underwater suction mud excavation, each layer is excavated by 2m-4m, after the excavation to the foundation pit bottom surface elevation, the underwater bottom sealing bottom plate with 5m-7m is casted; the underground water below the underwater bottom sealing bottom plate is prevented from permeating upward, and the dry construction operation of the upper part is ensured;

[0061] Uniform pumping of water with 1.5-2.5m head difference between adjacent large compartments can form the safety of dry construction operation until the water in the large compartment is pumped out;

[0062] By setting the mortise and tenon, the concave-convex tenon between the dry sealing bottom plate and the strip wall diaphragm wall and the large compartment transverse partition wall can improve the shear capacity and further improve the vertical bearing performance.

[0063] Compared with the prior art, the beneficial effects of the present application are:

[0064] 1. The present application provides a kind of underground continuous wall anchor foundation, small compartment enclosure wall, small compartment transverse partition wall and large compartment transverse partition wall mainly play the role of enclosure, underground continuous wall anchor foundation stress is mainly by top plate and lower strip wall diaphragm wall jointly stressed, strip wall diaphragm wall can increase diaphragm wall length and enter better bearing stratum according to stress needs, give full play to the side friction resistance of diaphragm wall, the load of anchor body is transferred to surrounding soil by top plate and strip wall diaphragm wall, which fully plays the beneficial contribution of strip wall diaphragm wall, so that the wall depth of strip wall diaphragm wall is greater than the wall depth of small compartment enclosure wall, small compartment transverse partition wall and large compartment transverse partition wall, the excavation depth of small compartment enclosure wall, small compartment transverse partition wall and large compartment transverse partition wall can be controlled, compared with prior art, the excavation depth and construction risk are greatly reduced, and the construction period can also be shortened, and the influence on environment is reduced.

[0065] 2. The present application provides a kind of construction method of underground continuous wall anchor foundation, which can improve the safety, efficiency and construction quality of construction. DETAILED DESCRIPTION OF DRAWINGS:

[0066] Figure 1 It is a side view of underground continuous wall anchor foundation;

[0067] Figure 2 It is Figure 1 the schematic diagram of A-A view;

[0068] Figure 3 It is Figure 1 the schematic diagram of B-B view;

[0069] Figure 4 It is Figure 3 the schematic diagram of concave-convex tenon at circle A;

[0070] Figure 5 It is a side view of underground continuous wall;

[0071] Figure 6 It is Figure 5 the cross-sectional view of C-C;

[0072] Figure 7 It is a plane layout schematic diagram of large compartment and small compartment;

[0073] Figure 8 Fig. 1 is a schematic diagram of the planar arrangement of strip wall diaphragm walls;

[0074] Figure 9 Fig. 2 is a schematic diagram of the planar arrangement of a first-stage trench section and a second-stage trench section;

[0075] Figure 10 Fig. 3 is a schematic diagram of force;

[0076] Figure 11 Fig. 4 is a schematic diagram of the strip wall diaphragm wall portion under the floor slab with wing plates on both sides.

[0077] Markings in the figure:

[0078] 1, small cabin enclosure wall;

[0079] 2, strip wall diaphragm wall; 21, tongue and groove; 22, groove; 23, wing plate;

[0080] 3, small cabin transverse wall; 4, large cabin transverse wall; 5, top plate;

[0081] 61, dry sealing floor slab; 62, underwater sealing floor slab;

[0082] 7, anchor body;

[0083] 81, large cabin; 82, small cabin;

[0084] 91, first-stage trench section; 92, second-stage trench section; 93, one-letter steel box; 94, cross-shaped steel box; 95, T-shaped steel box;

[0085] 10, foundation reinforcement. DETAILED DESCRIPTION

[0086] The application will be further described in conjunction with specific embodiments. However, it should not be understood that the above-mentioned subject matter of the application is limited to the following embodiments. Any technology realized based on the content of the application falls within the scope of the application.

[0087] In the description of the specific embodiments of the application, the orientation or position relationship terms such as "up", "down", "left", "right", "center", "inner", "outer", etc. are expressed based on the orientation or position relationship shown in the drawings, or the orientation or position relationship used when the product / equipment / device of the application is placed. These orientation or position relationship terms are only used to facilitate the description of the application scheme or simplify the description in the specific embodiments, to facilitate the quick understanding of the scheme by the technicians, and are not intended to indicate or imply that a specific device / component / element must have a specific orientation or be constructed and operated in a specific position relationship, so it cannot be understood as a limitation of the application.

[0088] In addition, if the terms "horizontal", "vertical", "suspended", "parallel" and the like appear, it does not mean that the corresponding device / component / element is required to be absolutely horizontal or vertical or suspended or parallel, but can be slightly inclined or deviated. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined. Alternatively, it can be simplified to understand that the corresponding device / component / element is arranged in the direction of "horizontal", "vertical", "suspended", "parallel" and the like, and can have an error / deviation of ±10% relative to the corresponding direction, more preferably an error / deviation of ±8%, more preferably an error / deviation of ±6%, more preferably an error / deviation of ±5%, more preferably an error / deviation of ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the present application.

[0089] In addition, the terms "first", "second", "third", and the like in the terms are only used to distinguish the same or similar components, and should not be understood as emphasizing or implying the relative importance of the specific components.

[0090] In addition, in the description of the embodiments of the present application, "several", "a plurality of", "several" represent at least 2. It can be 2, 3, 4, 5, 6, 7, 8, 9, etc. in any case, and even more than 9.

[0091] In addition, in the description of the technical solutions of the present application, unless otherwise specified / limited / limited, the terms "arrangement", "installation", "connection", "connection", "provided with", "laid", "arrangement" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or integrally connected, which can be welding, riveting, bolting, screwing and other commonly used connection means in the art.

[0092] Embodiment 1

[0093] As shown in Figures 1-9 A underground continuous wall anchor foundation, comprising a small cabin enclosure wall 1, a strip wall type diaphragm wall 2, a small cabin transverse wall 3, a large cabin transverse wall 4, a top plate 5, a bottom plate and an anchor body 7;

[0094] As shown in Figure 3 and Figure 7 The small cabin enclosure wall 1 is arranged on both sides of the transverse bridge, and the small cabin enclosure wall 1 is arranged along the bridge direction;

[0095] As shown in Figure 3 and Figure 7 The strip wall type diaphragm wall 2 is arranged along the bridge direction, and the strip wall type diaphragm wall 2 is arranged along the transverse bridge direction and is arranged between the small cabin enclosure walls 1 on both sides of the transverse bridge, which is consistent with the cable force bearing direction;

[0096] In some embodiments, as shown in Figure 3 and Figure 8 all strip walls 2 are arranged in parallel and equidistant, with a distance a, and the wall distance of the strip walls 2 is not less than 6 times the wall thickness, and the vertical joints of the strip walls 2 adopt rigid joints, which effectively reduces the group wall effect.

[0097] The pile distance of the group pile foundation is generally 3-5d, and when it is greater than 5d, the group pile effect can be ignored. However, for the strip walls 2, the length is much greater than the pile diameter, and through calculation, when the wall distance is 3-5d, the group wall effect is significant, when the wall distance is 6-10d, the group wall effect is significantly reduced, and when the wall distance is greater than 15-20d, the group wall effect can be basically ignored, but the larger the wall distance, the larger the size of the top plate 5 of the foundation, and the cost is higher. Therefore, the wall distance of the strip walls 2 is recommended to be not less than 6d, and d is the thickness.

[0098] Preferably, the wall distance of the strip walls 2 is 8-10 times the wall thickness, the group wall effect is significantly reduced, and the size of the top plate 5 of the foundation is relatively appropriate, which can reduce the cost.

[0099] In some embodiments, as shown in Figure 9 the strip walls 2 include a first-stage slot section 91 and a second-stage slot section 92, the first-stage slot section 91 is provided with a row-inserted steel box, the steel box includes a straight steel box 93, a cross steel box 94 and / or a T-shaped steel box 95, and the steel box is filled with concrete, and the outer side of the steel box is backfilled with gravel and grouted;

[0100] the second-stage slot section 92 is provided with a second-stage slot section reinforcement cage, the second-stage slot section reinforcement cage is rigidly connected with the steel box of the first-stage slot section 91 through row-inserted steel reinforcement, and the second-stage slot section 92 is filled with concrete;

[0101] The length of the straight second-stage slot section is preferably 8-15m, which reduces the number of vertical joints, saves cost, and improves construction efficiency.

[0102] The length of the standard slot milling machine on the market is 2.8m, and generally three milling is used to form a slot, and considering the overlapping part, the three milling is about 6-8m, and at present, the maximum slot section of Zhangjinggao Bridge reaches 15m, if two slot milling machines are used for construction at the same time, the construction can be completed in one week under normal circumstances, and the more the slot sections, the more the number of vertical joints, and the cleaning and docking precision control of the joint parts is also extremely difficult, and the quality is not easy to control, which makes the construction unable to dock, and the row-inserted steel reinforcement needs to be cut, so that the quality of the rigid joint is unreliable. The length of the second-stage slot section 92 should be appropriately increased according to the stability of the slot wall, the number of vertical joints is reduced, and the length of the second-stage slot is recommended to be 8-15m.

[0103] In some embodiments, the part of the strip walls below the bottom plate can be arranged in a straight line along the bridge direction, as shown in Figure 3and Figure 7 As shown, it can also be configured as a diaphragm wall with cross-shaped wing plates 23. Specifically, the strip-wall type diaphragm wall portion below the base plate has wing plates 23 on both sides, and the wing plates 23 are arranged along the transverse direction of the bridge, such as... Figure 11 As shown, the wing plate 23 can resist the cable tension along the bridge direction, thereby further reducing the excavation depth and construction scale of the strip wall diaphragm wall, reducing construction difficulty, and saving construction costs.

[0104] like Figure 3 and Figure 7 As shown, the small compartment transverse partition 3 is set along the transverse bridge direction and the small compartment transverse partition 3 is distributed at intervals along the longitudinal bridge direction. The small compartment transverse partition 3 divides the space between the small compartment enclosure wall 1 and the adjacent strip wall type ground diaphragm wall 2 into several small compartments 82. The transverse bridge spacing of the small compartments 82 is a1.

[0105] The small compartment enclosure wall 1, together with the adjacent strip-wall type diaphragm wall 2 and the internal filler core, forms a double-layer diaphragm wall enclosure. This double-layer diaphragm wall enclosure consists of two layers of diaphragm walls and a filler core, and is located on the outer side of the transverse bridge of the anchorage foundation. The space between the two layers of diaphragm walls is a concrete filler core layer; the top 3m of plain concrete is removed and poured integrally with the top slab 5. The bottom of the concrete filler core layer is underwater-cast concrete, and the upper part is a dry-cast reinforced concrete structure. The vertical joints of the small compartment enclosure wall 1 can be non-rigid joints, such as I-beam joints. The filler core is located within the small compartment 82.

[0106] like Figure 1 and Figure 7 As shown, the transverse partition wall 4 of the large compartment is set along the transverse bridge direction and is distributed at intervals along the longitudinal bridge direction. The transverse partition wall 4 of the large compartment divides the space between two adjacent strip wall-type ground diaphragm walls 2 into several large compartments 81. The transverse bridge spacing of the large compartments 81 is a, and a is greater than a1.

[0107] In some embodiments, the transverse partition walls 4 of the large compartment are arranged in 2 to 4 rows along the bridge direction, and the wall spacing of the transverse partition walls 4 is 2 to 3 times the spacing of the strip wall type ground diaphragm wall. Figure 1 In the middle, the four transverse partition walls of the large compartment are arranged in four rows along the bridge direction.

[0108] Based on experience in subway foundation pit construction, and considering the following: Since the thickness of diaphragm walls is generally 1.2–1.5m, and the wall spacing is 6–10d, the length-to-width ratio of the divided small foundation pits is generally 1.5–5. This results in significant spatial efficiency and high safety during foundation pit construction. The large 81-level transverse diaphragm walls are only used to divide the foundation into multiple small foundation pits to facilitate safe construction. Too many large 81-level transverse diaphragm walls with too small a spacing would result in a large number of small foundation pits, significantly reducing construction efficiency.

[0109] The larger the wall spacing of the large-compartment transverse partition wall 4 is, the more difficult it is to ensure safety, and the smaller the wall spacing of the large-compartment transverse partition wall 4 is, the more the number of large compartments 81 is, and the lower the construction efficiency is.

[0110] As shown in Figure 1 and Figure 3 , the top plate 5 is arranged on the top of the small-compartment enclosure wall 1, the strip-wall diaphragm wall 2, the small-compartment transverse partition wall 3, and the large-compartment transverse partition wall 4 and forms an integral whole; that is, the top plate 5, the small-compartment enclosure wall 1, the strip-wall diaphragm wall 2, the small-compartment transverse partition wall 3, and the large-compartment transverse partition wall 4 form an integral structure;

[0111] As shown in Figure 1 and Figure 3 , the bottom plate includes a dry bottom plate 61 and an underwater bottom plate 62, the dry bottom plate 61 is supported below the top plate 5, the dry bottom plate 61 is located in the large compartment 81, and the underwater bottom plate 62 is supported below the dry bottom plate 61, the dry bottom plate 61 is located in the small compartment 82 and the large compartment;

[0112] In some embodiments, as shown in Figure 1 and Figure 3 , the underwater bottom plate 62 is a plain concrete structure; the underwater bottom plate 62 plays a role in resisting sudden gushing and water isolation, the plain concrete does not need to be provided with reinforcing steel bars, has a lower cost, and is more remarkable in construction. The dry bottom plate is a reinforced concrete structure, and the dry bottom plate is provided with a mortise and tenon joint 21 in the middle part of the strip-wall diaphragm wall 2 and the large-compartment transverse partition wall 4, as shown in Figure 4 , the mortise and tenon joint 21 forms a mortise and tenon structure, and the mortise and tenon joint 21 is arranged in the middle part of the dry bottom plate and the strip-wall diaphragm wall 2 and the large-compartment transverse partition wall 4 to improve the shearing capacity. For example, as shown in Figure 4 , the mortise and tenon joint is arranged on the side wall of the strip-wall diaphragm wall 2 and the large-compartment transverse partition wall 4 when the strip-wall diaphragm wall 2 and the large-compartment transverse partition wall 4 are constructed. Further, the mortise and tenon joint can also be arranged on the side surface of the strip-wall diaphragm wall to improve the vertical shearing capacity and further improve the vertical bearing capacity.

[0113] In some embodiments, as shown in Figure 1 and Figure 3 , the underwater bottom plate 62 is provided with a foundation reinforcement 10 below, the foundation reinforcement 10 is located in the large compartment and the small compartment 82, and can improve the foundation bearing capacity below the bottom plate and play a water-stopping effect in excavation. The bottom elevation of the foundation reinforcement 10 is higher than the bottom elevation of the transverse plate of the large compartment 81. Generally, a high-pressure rotary jet pile reinforcement method is used.

[0114] As shown in Figures 1-3 , the anchor body 7 is fixed above the top plate 5 and is used for connecting a cable;

[0115] As shown in Figure 1 and Figure 3 ,As shown, the wall depth of the strip wall diaphragm wall 2 is greater than the wall depth of the small cabin enclosure wall 1, the small cabin transverse wall 3 and the large cabin transverse wall 4. Figure 3 In some embodiments, the wall depth of the strip wall diaphragm wall 2 is H, the wall depth of the small cabin enclosure wall 1 is h, Figure 1 In some embodiments, the wall depth of the small cabin transverse wall 3 and the large cabin transverse wall 4 is h, and H is greater than h.

[0116] The small cabin enclosure wall 1, the strip wall diaphragm wall 2, the small cabin transverse wall 3, the large cabin transverse wall 4, the roof 5, the bottom plate and the anchor body 7 form an integral whole.

[0117] In some embodiments, as shown in Figure 1 and Figure 3 As shown, the top surface of the roof 5 is horizontal, the thickness of the roof 5 at the top of the small cabin 82 is at least 2 times the wall thickness of the small cabin enclosure wall, and the thickness of the roof 5 at the top of the large cabin is not less than 5m, that is, the height difference at the bottom of the roof 5 is different, the height at the top of the small cabin 82 is higher than the height at the top of the large cabin, which can form a downward convex structure of the roof 5 embedded in the diaphragm wall foundation, and the anti-sliding ability is stronger. As can be seen from Figure 1 As shown, the thickness of the roof 5 at the top of the transverse plate of the large cabin 81 on both sides is less than the thickness of the roof 5 at the top of the transverse plate of the two large cabins 81 in the middle, which can form a stepped structure to realize inlaying, and the anti-sliding ability is better.

[0118] During construction, the outer small cabin 82 plays a supporting role, and is chiseled out a little, according to experience, the chiseled-out thickness is about 3m, which is 2 times the wall thickness of the small cabin enclosure wall 1. The strip wall diaphragm wall 2 and the two large cabin transverse walls 4 in the middle of the bridge need to transfer load, and the chiseled-out depth is, for example, 5m thick, and the roof 5 is integrally cast in the range of 5m thick, and the integrity is much stronger than the strength of the roof 5 formed by separate cabin pouring. In theory, the thicker the chiseled-out thickness, the thicker the integrally cast roof 5, and the better the integrity. However, the chiseled-out difficulty is large, the workload is also large, and the cost and period are relatively high. Generally, it is not less than 5m, and the integrity of the roof 5 meets the engineering requirements.

[0119] For example, by chiseling out 3m of plain concrete at the top of the small cabin 82 wall and chiseling out 5m of plain concrete at the top of the strip wall diaphragm wall and the large cabin wall, from the bottom plate to the top of the wall, through the pre-buried connectors on the wall side of the diaphragm wall, and setting the concave-convex tenon 21, pouring concrete to form a reliable reinforced concrete structure.

[0120] In some embodiments, local holes are provided on the large cabin 81 transverse wall within the range of the bottom plate and the roof 5, and the longitudinal reinforcement of the bottom plate and the roof 5 passes through the holes to form an integral whole.

[0121] By providing holes on the large cabin transverse wall 4 and penetrating the reinforcement, the integrity of the roof 5 structure is improved.

[0122] Further, the small cabin transverse partition wall can also be provided with an opening and penetrate the steel bars to improve the integrity of the filling core.

[0123] In the embodiment, the small cabin retaining wall 1, the small cabin transverse partition wall 3 and the large cabin transverse partition wall 4 mainly play a retaining role, and only need to meet the requirements of the support of the excavation depth of the roof 5 and the bottom plate, and the burying depth is relatively shallow, and the joint stiffness requirement is relatively low. The roof 5 base does not need to enter a good bearing layer, and the bottom strip wall type connecting wall 2 of the roof 5 enters the good bearing layer, the roof 5 transmits the upper load to the strip wall type connecting wall 2, and then the load is transmitted to the surrounding soil, that is, the stress of the underground continuous wall anchor foundation is mainly borne by the roof 5 and the lower strip wall type connecting wall 2, the strip wall type connecting wall 2 can increase the length of the ground wall and enter a better bearing layer according to the stress requirement, and the side friction resistance of the ground wall is fully utilized, or the wing plate 23 can be arranged on both sides of the strip wall type connecting wall 2 to increase the horizontal resistance, the load of the anchor body 7 is transmitted to the surrounding soil through the roof 5 and the strip wall type connecting wall 2, the strip wall type connecting wall 2 fully plays a beneficial load bearing contribution, the wall depth of the strip wall type connecting wall 2 is greater than that of the small cabin retaining wall 1, the small cabin transverse partition wall 3 and the large cabin transverse partition wall 4, the excavation depth of the small cabin retaining wall 1, the small cabin transverse partition wall 3 and the large cabin transverse partition wall 4 can be controlled, compared with the prior art, the excavation depth and the construction risk are greatly reduced, and the construction period is shortened, and the influence on the environment is reduced.

[0124] Therefore, the underground continuous wall anchor foundation has large overall stiffness, can fully utilize the advantages of the ground wall, can be well applied to the high water level thick overburden geological condition, has the advantages of small excavation amount, low construction risk, short construction period, low cost and the like, and has remarkable economic and environmental protection benefits.

[0125] In the prior art, under the deep overburden geological condition, the upper soil layer ground bearing capacity is low, the traditional ground wall anchor foundation base needs to be buried in a relatively deep (generally greater than 30 m) better bearing layer, so that a foundation pit with a depth of at least 30 m, 10 floors high, needs to be excavated, and after excavation and dewatering, the water and soil pressure difference between the inside and outside of the pit is large, and the pit is prone to instability and damage risk. Figure 10 As shown in the figure, the strip wall type ground wall 2 side friction resistance stress is considered, so that the roof 5 does not need to be buried so deep, and generally 16-20 m can be used, which plays a role of rigid roof 5 and force transmission to the lower strip wall type connecting wall 2.

[0126] Mechanical analysis is as follows:

[0127] 1) The traditional ground wall anchor foundation, assuming that the anchor self weight is G1, the base area is As, the cable force is F, the incident angle is θ, the horizontal component of the cable force is Fxcosθ, the vertical component is Fxs inθ, and the base friction coefficient is μ, generally 0.3-0.35.

[0128] The safety factor Fs = μ × (G1 - F × sinθ) / (F × cosθ) ≥ 2. The average frictional resistance of the base is fs = μ × (GF × sinθ) / As.

[0129] 2) In this invention, assuming nine strip-walled diaphragm walls 2 are installed, with a single-side area of ​​A0 on the long side, totaling 18 sides and a total side area of ​​18 × A0. Assuming the side friction resistance of the wall is 0.2 times that of the traditional anchorage foundation, the total side friction resistance is 18 × A0 × 0.2 × fs = 3.6fs × A0. When A0 ≥ As, the safety factor can reach 3.6 times that of the traditional diaphragm wall anchorage foundation, without considering the influence of the foundation's friction resistance. Therefore, this arrangement can utilize the side friction resistance of the strip-walled diaphragm walls 2 to ensure that the wall depth of the strip-walled diaphragm walls 2 is greater than that of the small compartment retaining walls 1, small compartment transverse partition walls 3, and large compartment transverse partition walls 4. This allows control over the excavation depth of the small compartment retaining walls 1, small compartment transverse partition walls 3, and large compartment transverse partition walls 4. Compared with existing technologies, this significantly reduces the foundation excavation depth and construction risk, while also shortening the construction period and reducing environmental impact.

[0130] This invention fully utilizes the advantage of the large lateral area of ​​the strip-walled diaphragm wall 2 to provide lateral resistance, greatly reducing excavation depth and construction risks, and effectively solving the construction problem of anchor foundations in geological conditions with high water levels and thick overburden.

[0131] Example 2

[0132] A construction method for a diaphragm wall anchorage foundation, used for the diaphragm wall anchorage foundation in Example 1, includes the following steps:

[0133] S1: Construction strip-type diaphragm wall 2:

[0134] Site leveling, trench wall reinforcement, and guide wall construction;

[0135] Construction of the first phase of the diaphragm wall 2, including the trench section 91 and the steel box, followed by pouring corresponding concrete; such as Figure 9 As shown, a steel box is placed inside section 91 of the first phase of the trench, and the steel box serves as a joint connection.

[0136] Then construct the adjacent strip-wall type diaphragm wall second-phase trench section 92 and the second-phase trench section reinforcement cage, and pour the corresponding concrete; when the length of the second-phase trench section 92 is greater than 10m, the second-phase trench section reinforcement cage can be decomposed into two reinforcement cages, and the adjacent reinforcement cages are rigidly connected by insert-type reinforcement bars.

[0137] like Figure 9 As shown, when constructing the strip-wall type diaphragm wall 2, taking into account both structural stress and construction efficiency, the construction was divided into a first-stage trench section 91 and a second-stage trench section 92, which ensured the construction quality and efficiency of the strip-wall type diaphragm wall 2.

[0138] Taking into account both structural stress and construction efficiency, the first-phase trench section 91 is preferentially installed at the wall connection points corresponding to the large compartment 81 and the small compartment 82, such as... Figure 9 As shown, further dividing the remaining areas into Phase I trench segment 91 and Phase II trench segment 92 is beneficial for strengthening the connection points and improving construction efficiency. In this invention, the diaphragm walls corresponding to the large compartment 81 and small compartment 82 refer to the construction strip-type diaphragm wall 2, the small compartment enclosure wall 1, the small compartment transverse partition wall 3, and the large compartment transverse partition wall 4, etc.

[0139] S2: Construct small compartment enclosure wall 1, small compartment transverse partition wall 3 and large compartment transverse partition wall 4 to form small compartment 82 and large compartment 81. Door openings are set at certain intervals along the depth of the large compartment transverse partition wall 4 and small compartment transverse partition wall 3 inside.

[0140] First, construct the deeper strip-wall type diaphragm wall 2, and then construct the shallower small compartment enclosure wall 1, small compartment transverse partition wall 3, and large compartment transverse partition wall 4. This will prevent the later construction of the strip-wall type diaphragm wall 2 from affecting the earlier construction of the small compartment enclosure wall 1, small compartment transverse partition wall 3, and large compartment transverse partition wall 4.

[0141] S3: Deep foundation reinforcement 10 is carried out on small compartment 82 and large compartment; this not only improves the bearing capacity of the foundation under the bottom plate and improves construction safety, but also has the effect of excavation water stoppage.

[0142] S4: First, dewater and excavate 9m-10m deep within the small compartment 82, and then construct steel supports for the transverse bridge direction at vertical intervals of 3m-5m; for example: first, dewater and excavate 10m deep within the small compartment 82, and then construct a steel support at vertical intervals of 4m.

[0143] Then excavate underwater to the design elevation;

[0144] Then, the bottom slab is poured underwater to seal the bottom.

[0145] Continue pumping water while simultaneously installing steel supports;

[0146] Clean the inner walls of small compartment 82, and rigidly connect the core-filled steel cages to the pre-embedded connectors on one side of the strip-wall type diaphragm wall by binding them in layers. This allows the corresponding steel bars of the steel cages to pass through the doorway on the transverse partition wall 3 of the small compartment, so that the steel cages of adjacent small compartments 82 can be connected into a whole. Pour concrete into small compartments 82 in layers, with plain concrete poured for the top 2m-4m. This forms a double-layer diaphragm wall enclosure. For example, plain concrete is poured for the top 3m. This ultimately forms a 7.5m thick double-layer diaphragm wall enclosure.

[0147] The conventional continuous wall is only a single-piece wall, and does not have a double-layer continuous wall enclosure wall method, and does not have such a core filling construction process. The present application adopts the steps of dewatering excavation, synchronous support, underwater excavation, bottom sealing, cleaning, layered steel cage installation and connection, and concrete pouring for the small compartment 82, realizes the water-rich excavation and core filling construction of the double-layer continuous wall enclosure wall, guarantees the strength of the double-layer continuous wall enclosure wall, and provides a safe working environment for the subsequent excavation construction of the large compartment 81.

[0148] S5: After the pit drainage in the large compartment 81, dry excavation is performed to a depth of 5m-7m, the 4m-6m high plain concrete section of the upper part of the second groove section 92 of the internal strip wall continuous wall 2 and the top plain concrete of the small compartment 82 are broken, and a construction platform is erected to provide conditions for the construction of the top plate 5 and the bottom plate; for example, after the pit drainage in the large compartment 81, dry excavation is performed to a depth of 6m, the 5m plain concrete section of the upper part of the second groove section 92 of the internal continuous wall (including the strip wall continuous wall 2 and the large compartment 81 transverse partition wall in the middle) and the 3m plain concrete section of the upper part of the second groove section 92 of the external double-layer continuous wall enclosure wall are broken, and a construction platform is erected.

[0149] S6: All the large compartments are excavated by underwater suction and earth removal, each layer is excavated to a depth of 2m-4m, after excavation to the bottom surface elevation of the foundation pit, a 5m-7m underwater bottom sealing bottom plate 62 is poured; the underground water below the underwater bottom sealing bottom plate 62 is prevented from seeping upward, and the dry construction work of the upper part is guaranteed; for example, all the large compartments are excavated by underwater suction and earth removal, each layer is excavated to a depth of 3m, after excavation to the bottom surface elevation of the foundation pit, a 6m thick underwater bottom sealing concrete is poured, and the bottom sealing concrete is plain concrete.

[0150] S7: The water is uniformly pumped according to the 1.5m-2.5m water head difference in the adjacent large compartment 81 until the water in the large compartment 81 is pumped dry; for example, the water is uniformly pumped according to the 2m water head difference in the adjacent compartment until the water in the compartment is pumped dry.

[0151] The door holes are vertically and equidistantly arranged on the transverse partition wall of the internal large compartment 81, the bridge direction steel bars of the dry bottom sealing plate 61 are penetrated through the door holes, the mortise and tenon joints 22 are arranged on both sides of the internal strip wall continuous wall 2 and both sides of the transverse partition wall of the internal large compartment 81, and then the concrete of the dry bottom sealing plate 61 is dry poured to a thickness of 3m-5m, for example, the thickness of the concrete of the dry bottom sealing plate 61 is 4m, and the concave-convex mortise and tenon joints 21 are formed between the dry bottom sealing plate 61 and the strip wall continuous wall and the transverse partition wall of the large compartment 81.

[0152] The conventional continuous wall foundation pit is large-area dewatered. The water is uniformly pumped according to the 1.5m-2.5m water head difference in the adjacent large compartment 81 until the water in the large compartment 81 is pumped dry, which can form the safety of the dry construction work.

[0153] S8: construction of the roof 5 structure in the large compartment 81 above the dry sealing bottom plate 61: the mortise and tenon joint 21 between the roof 5 and the strip wall diaphragm wall 2 and the large compartment 81 transverse wall is formed by setting the mortise 22 on both sides of the strip wall diaphragm wall 2 and the large compartment 81 transverse wall, and the roof 5 steel bars are rigidly connected with the strip wall diaphragm wall 2 and the compartment transverse wall, and the roof 5 concrete is poured in layers to form a complete roof 5 structure;

[0154] S9: construction of the upper anchor body 7 structure in layers and blocks above the roof 5, which is a prior art.

[0155] The conventional diaphragm wall does not set the mortise 22, and the mortise 22 is set in the present application to form the mortise and tenon joint 21 between the roof 5 and the strip wall diaphragm wall 2 and the large compartment 81 transverse wall, and the mortise and tenon joint 21 between the dry sealing bottom plate 61 and the strip wall diaphragm wall 2 and the large compartment 81 transverse wall, which can improve the shear capacity.

[0156] The construction method of the underground continuous wall anchor foundation of the embodiment can improve the safety, efficiency and construction quality of the construction.

[0157] The above only describes the preferred embodiments of the present application and is not used to limit the present application, and any modification, equivalent replacement and improvement within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. An underground diaphragm wall anchor foundation, characterized by, The small-compartment retaining wall is arranged on both sides of the transverse bridge direction and is arranged along the longitudinal bridge direction. The strip-wall diaphragm wall is arranged along the longitudinal bridge direction and is arranged at intervals along the transverse bridge direction between the small-compartment retaining walls on both sides of the transverse bridge direction. The small-compartment transverse wall is arranged along the transverse bridge direction and is arranged at intervals along the longitudinal bridge direction. The large-compartment transverse wall is arranged along the transverse bridge direction and is arranged at intervals along the longitudinal bridge direction. The top plate is arranged on the top of the small-compartment retaining wall, the strip-wall diaphragm wall, the small-compartment transverse wall and the large-compartment transverse wall and forms an entirety. The bottom plate comprises a underwater sealing bottom plate and a dry sealing bottom plate. The anchor body is fixed above the top plate and is used for connecting a cable. The wall depth of the strip-wall diaphragm wall is greater than the wall depth of the small-compartment retaining wall, the small-compartment transverse wall and the large-compartment transverse wall. The small-compartment retaining wall, the strip-wall diaphragm wall, the small-compartment transverse wall, the large-compartment transverse wall, the top plate, the bottom plate and the anchor body form an entirety.

2. A diaphragm wall anchor foundation according to claim 1, wherein, The thickness of the top plate at the top of the small compartment is at least 2 times the wall thickness of the small-compartment retaining wall.

3. A diaphragm wall anchor foundation according to claim 1, wherein, The underwater sealing bottom plate is a plain concrete structure. The dry sealing bottom plate is a reinforced concrete structure.

4. A diaphragm wall anchor foundation according to claim 1, wherein All the strip-wall diaphragm walls are arranged in parallel at equal intervals, the wall spacing of the strip-wall diaphragm wall is not less than 6 times the wall thickness, and the vertical joint of the strip-wall diaphragm wall adopts a rigid joint.

5. An anchored diaphragm wall foundation according to claim 4, wherein, The wall spacing of the strip-wall diaphragm wall is 8-10 times the wall thickness. The large-compartment transverse wall is arranged in 2-4 rows along the longitudinal bridge direction, and the wall spacing of the large-compartment transverse wall is 2-3 times the wall spacing of the strip-wall diaphragm wall.

6. The method of claim 1 5. An anchor foundation for a diaphragm wall according to any one of the preceding claims, wherein The underwater sealing bottom plate is provided with a foundation reinforcement below the underwater sealing bottom plate.

7. The method of claim 1 5. An underground continuous wall anchorage foundation as claimed in any one of the preceding claims wherein, The strip-wall diaphragm wall comprises a first-stage slot section and a second-stage slot section. The first-stage slot section is provided with a row-inserted steel box, the steel box comprises a character-shaped steel box, a cross-shaped steel box and / or a T-shaped steel box, the steel box is filled with concrete, and the outer side of the steel box is backfilled with gravel and grouted. The second-stage slot section is provided with a second-stage slot section reinforcement cage, the second-stage slot section reinforcement cage is rigidly connected with the steel box of the first-stage slot section through row-inserted steel reinforcement, and the second-stage slot section is filled with concrete.

8. The method of claim 1 5. An underground continuous wall anchorage foundation as claimed in any one of the preceding claims wherein, The length of the character-shaped second-stage slot section is 8-15 m.

9. A method of construction of an underground diaphragm wall anchor foundation, characterised in that, The large-compartment transverse wall in the range of the bottom plate and the top plate is provided with a local hole, and the longitudinal reinforcement of the bottom plate and the top plate passes through the hole to form an entirety. An underground continuous wall anchorage foundation is constructed according to any one of claims 1-8, The method comprises the following steps: S1: constructing a strip-wall diaphragm wall, Site leveling, trench wall reinforcement and guide wall construction; Construction of the first-stage trench section and steel box of the strip wall diaphragm wall, and pouring of the corresponding concrete; Construction of the second-stage trench section and second-stage trench reinforcement cage of the adjacent strip wall diaphragm wall, and pouring of the corresponding concrete; S2: Construction of small compartment enclosure walls, small compartment transverse walls and large compartment transverse walls, forming small compartments and large compartments, and doorways are set on the small compartment transverse walls and large compartment transverse walls at certain intervals along the depth; S3: Deep foundation reinforcement of the small compartments and large compartments; S4: First water reduction excavation 9m in small cabin 10m, and vertical interval 3m 5m construction of steel support transverse bridge Underwater excavation to the design elevation; Then underwater pouring of the bottom plate for bottom sealing; Continue pumping and simultaneously construct the steel support; The inner side wall of the small compartment is cleaned, the steel reinforcement cage of the core is bound in layers and rigidly connected with the adapter embedded in one side of the strip wall type diaphragm wall, and the corresponding steel reinforcement of the steel reinforcement cage passes through the door hole in the transverse partition wall of the small compartment, so that the steel reinforcement cages of adjacent small compartments are connected into a whole, and the small compartment concrete is poured in layers, wherein the top 2m 4m of the small compartment is poured with plain concrete; and the double-layer diaphragm wall enclosure wall is formed. S5: Dry excavation to 5m in the large compartment after pit dewatering 7m depth, 4m on the upper part of the second slot section of the internal strip wall diaphragm wall 6m high plain concrete section and small compartment top plain concrete, and then erect a construction platform; S6: All large compartments in underwater suction dredging, each layer excavated 2m 4m, excavated to the bottom of the foundation surface elevation, pouring 5m 7m underwater bottom sealing floor; S7: 1.5m water head difference in adjacent large compartments 2.5m water head difference even pumping, until pumping the inside water of large compartment; the inside straight bridge direction steel of dry sealing bottom plate is penetrated through the door hole of inside large compartment transverse partition wall, and the both sides of strip wall type connected wall and the both sides of inside large compartment transverse partition wall are provided with mortise and tenon, then dry pouring 3m 5m thick dry sealing bottom plate concrete, concave-convex tenon is formed between dry sealing bottom plate and strip wall type connected wall, large compartment transverse partition wall respectively; S8: Construction of the top plate structure in the large compartment above the dry bottom plate: tenon and slot are arranged on both sides of the internal strip wall diaphragm wall and both sides of the internal large compartment transverse wall, the top plate reinforcement is rigidly connected with the strip wall diaphragm wall and the compartment transverse wall side adapter, and the top plate concrete is poured in layers to form a complete top plate structure; S9: Construction of the upper anchor body structure in layers and blocks above the top plate.

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