Detachable locking beam structure for open-cut foundation pit in soil-rock composite stratum and construction method therefor

Abstract

A detachable locking beam structure for an open-cut foundation pit in a soil-rock composite stratum and a construction method therefor. The structure comprises: foundation pit retaining piles (1), formed by drilling through the upper weak stratum, pre-split steel pipe piles (6) in the lower hard stratum, anchor cables (4), anchor rods (5), a secondary lining structure (2), and a locking beam (3). The locking beam (3) is a prefabricated component integrally cast by using integrated construction technology, which can be customized and mass-produced according to different engineering requirements and can be repeatedly used in engineering construction, thereby solving problems in underground engineering construction such as the difficulty of on-site rebar binding, difficulty in concrete pouring, long curing time, non-recyclability, and high project costs.

Description

Detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit and construction method thereof TECHNICAL FIELD

[0001] The present application relates to the technical field of subway construction engineering, and more particularly to a detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit and a construction method thereof. BACKGROUND

[0002] Fabricated building is a building assembled from prefabricated parts on site. Developing fabricated building is a major change in construction method, which is the mainstream direction promoted by the state. Developing fabricated building is conducive to saving resources and energy, reducing construction pollution, improving labor productivity and quality and safety level, and promoting the deep integration of the construction industry and information and industrialization. In recent years, underground engineering construction in China has developed rapidly, but most of the construction methods are still mainly based on site pouring, and the proportion and scale of fabricated building are low. There is still a big gap compared with the relevant requirements of developing green building and the advanced construction method.

[0003] At present, all the lock foot beams in the soil-rock combined open excavation foundation pit support are cast-in-place reinforced concrete lock foot beams. In underground engineering construction, timely support is crucial to the safety of the foundation pit. At the same time, the scale of underground engineering construction is becoming larger and larger, and the economic and time benefits of using detachable fabricated structures have been further highlighted.

[0004] Therefore, the present application provides a detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit and a construction method thereof, which can solve the defects of the prior art and provide a reusable detachable lock foot beam to solve the problem that the lock foot beam cannot be reused in the existing foundation pit construction.

[0005] SUMMARY

[0006] Therefore, the present application provides a detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit and a construction method thereof, which can solve the defects of the prior art and provide a reusable detachable lock foot beam to solve the problem that the lock foot beam cannot be reused in the existing foundation pit construction.

[0007] To achieve the above-mentioned purpose, the present application discloses a detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit, which comprises a foundation pit support pile drilled in an upper soft stratum, a foundation pit pre-splitting steel pipe pile in a lower hard stratum, a plurality of anchor cables, a plurality of anchor rods, a secondary lining structure and a fabricated lock foot beam. The plurality of anchor cables are anchored to the foundation pit support pile to form a support structure for the upper soft foundation pit. The foundation pit pre-splitting steel pipe pile is vertically arranged and anchored by the plurality of anchor rods to form a support structure for the lower hard foundation pit. The detachable lock foot beam structure for soil-rock combined stratum open excavation foundation pit comprises the following characteristics:

[0008] The assembled lock foot beam adopts a boot-shaped cross-section structure, which includes a straight trapezoidal structure at the upper part and a rectangular structure at the lower part. One side end face of the assembled lock foot beam is provided with a lock foot beam tenon, and the other side end face is provided with a lock foot beam mortise corresponding to the lock foot beam tenon, so that the butt joint assembly of two assembled lock foot beams can be achieved through the mutual pairing of the lock foot beam tenon and the lock foot beam mortise, and different numbers of assembled lock foot beams can be connected to meet different length requirements. A plurality of obliquely arranged trumpet mouth type hole steel sleeves are equidistantly and pre-embedded on the straight trapezoidal structure to facilitate the adjustment of the angle of the lock foot anchor cable. A plurality of cylindrical hole steel sleeves are equidistantly and pre-embedded on the rectangular structure. The trumpet mouth type hole steel sleeve and the cylindrical hole steel sleeve are integrally cast and formed on the assembled lock foot beam to form an integrated prefabricated part.

[0009] The length of the assembled lock foot beam is 4-8 m, the height of the assembled lock foot beam is 800 mm, and the width of the assembled lock foot beam is 900 mm. The inclination angle ψ1 of the inclined surface of the straight trapezoidal structure is 30-55°.

[0010] The trumpet mouth type hole steel sleeve is arranged on the lock foot anchor cable installation reserved hole on the inclined surface of the straight trapezoidal structure. The vertical distance h1 from the hole opening to the top surface of the straight trapezoidal structure is 200 mm, and the vertical distance h2 from the hole opening to the bottom surface is 200 mm. Therefore, the overall height of the straight trapezoidal structure is 400 mm, and the height h3 of the rectangular structure is 400 mm. The inclination angle ψ2 of the lock foot anchor cable installation reserved hole of the trumpet mouth type hole steel sleeve is 10-20°, so as to meet different angle requirements and installation.

[0011] The wall thickness of the cylindrical hole steel sleeve is 5 mm, which is arranged in the steel pipe pile installation reserved hole on the rectangular structure. The distance L4 from the hole center of the steel pipe pile installation reserved hole to one side of the rectangular structure is 175 mm, and the distance L5 from the hole center to the other side is 725 mm. The hole diameter of the steel pipe pile installation reserved hole is 150 mm, and the spacing of the steel pipe pile installation reserved holes of the cylindrical hole steel sleeves is 1300 mm-2000 mm.

[0012] The upper width L1 of the straight trapezoidal structure is 400 mm.

[0013] The wall thickness of the trumpet mouth type hole steel sleeve is 5 mm, and the length L6 is 465 mm. The structure is a trumpet mouth shape with a small upper part and a large lower part. The top radius r1 of the lock foot anchor cable installation reserved hole is 75 mm, and the bottom radius r2 is 110 mm.

[0014] A construction method of the detachable lock foot beam structure for the open excavation foundation pit of the soil and rock combined stratum is also disclosed, which comprises the following steps:

[0015] S1: Measure the positioning of the release line;

[0016] S2: Construction of the underground retaining pile structure of the upper open excavation pit;

[0017] S3: Excavate the upper pit layer by layer to 500mm below the anchor cable installation position of each layer, and install the anchor cable in time, and tension the anchor cable prestress to the design value;

[0018] S4: When the pit is excavated to the lock beam installation position, the assembled lock beam is assembled in turn, the anchor cable is installed, and the anchor cable prestress is tensioned to the design value;

[0019] S5: The drill is in place, the steel pipe pile drill passes through the pre-splitting steel pipe pile installation reserved hole on the lock beam to construct the steel pipe pile of the lower pit, and the pre-splitting steel pipe pile is installed after the drilling is completed and the hole is cleaned;

[0020] S6: Excavate the lower pit layer by layer to 500mm below the anchor rod installation position of each layer, and install the anchor rod in time;

[0021] S7: After the pit is bottomed, lay the waterproof layer of the secondary lining structure, tie the secondary lining steel bars, and pour the concrete;

[0022] S8: After the secondary lining structure construction reaches the appropriate position below the lock beam, remove the lock anchor cable and recycle the lock beam;

[0023] S9: Complete the construction of the remaining secondary lining structure.

[0024] Among them, step S4 further includes the following sub-steps:

[0025] S401: Place the steel formwork of the lock beam, and coat the inner surface of the formwork with release agent;

[0026] S402: Position the lock anchor cable installation reserved hole and the steel pipe pile installation reserved hole sleeve;

[0027] S403: Tie the steel reinforcement of the lock beam;

[0028] S404: Install the steel formwork of the lock beam, where the steel formwork uses small formworks connected by rotatable hinges, adjust the hinges according to the shape of the inclined surface of the lock beam, and fix the hinge position after adjusting the shape of the lock beam;

[0029] S405: Install one side end form, and the end form is connected with the top form, bottom form and side form in a socket type;

[0030] S406: Put the rubber inflatable core form into the steel reinforcement cage, fix the position, and connect the core form with the surrounding formwork;

[0031] S407: After pouring the concrete, use a vibrating rod to vibrate from the vibrating port reserved in the top form;

[0032] S408: After the concrete is initially cured, the valve of the rubber inflatable core mold is opened to release air, and then the mold is removed, and the concrete member is cured.

[0033] In step S408, the mass ratio of soap powder to water is 1:20 to form soap water as a release agent.

[0034] Therefore, the technical scheme of the present application has the following advantages:

[0035] (1) The assembled lock foot beam adopts prefabricated assembled components, which are reliable in quality, accurate in size, have low component performance dispersion, and fast in assembly speed, and meet the economic principle.

[0036] (2) The assembled lock foot beam adopts a mature mortise and tenon joint connection method, which is convenient to install and disassemble, simple to operate, and reliable in connection.

[0037] (3) The assembled lock foot beam is pre-installed with a steel pipe pile sleeve, which facilitates the construction positioning of the steel pipe pile, ensures the accuracy of the steel pipe pile construction position, and eliminates the intrusion of the steel pipe pile into the foundation pit.

[0038] (4) The anchor cable installation hole of the assembled lock foot beam is "horn-shaped", which facilitates the installation of anchor cables with different installation angles, and expands the use range of the lock foot beam.

[0039] (5) The assembled lock foot beam adopts a recyclable lightweight steel reinforced concrete structure, which can be used repeatedly, and meets the low-carbon environmental protection requirement.

[0040] Other features and advantages of the present application will be set forth in the following description of the application, and in part will become apparent to those skilled in the art from the description, or can be learned by practice of the application. The objects and other advantages of the present application can be realized and attained by the structure particularly pointed out in the written description and claims, and the appended drawings.

[0041] The present application introduces a series of simplified concepts in the summary section, which will be further described in detail in the detailed description section. The summary section of the present application does not mean to attempt to limit the key features and essential technical features of the claimed technical solution, and does not mean to attempt to determine the protection scope of the claimed technical solution. The technical solution of the present application will be further described in detail below by means of the drawings and examples. BRIEF DESCRIPTION OF DRAWINGS

[0042] The accompanying drawings are used to provide further understanding of the present application, and constitute a part of the specification, together with the embodiments of the present application, to explain the present application, and do not constitute a limitation on the present application. In the drawings:

[0043] Fig. 1 is a construction step sequence diagram of the construction method of the detachable lock foot beam structure of the open excavation foundation pit in the soil and rock combined stratum according to the present application.

[0044] Fig. 2 is a schematic diagram of the detachable lock foot beam structure of the open excavation foundation pit of the soil and rock combined stratum of the present application.

[0045] Fig. 3 is an effect diagram of the assembled lock foot beam of the present application.

[0046] Fig. 4 is a standard section diagram of the assembled lock foot beam of the present application.

[0047] Fig. 5 is a front view of the assembled lock foot beam of the present application.

[0048] Fig. 6 is a rear view of the assembled lock foot beam of the present application.

[0049] Fig. 7 is a left view of the assembled lock foot beam of the present application.

[0050] Fig. 8 is a right view of the assembled lock foot beam of the present application.

[0051] Fig. 9 is a sectional view of the trumpet-shaped reserved hole preset steel guide pipe of the present application.

[0052] Fig. 10 is a front view of the trumpet-shaped reserved hole preset steel guide pipe of the present application.

[0053] Reference signs: 1, foundation pit support pile; 2, secondary lining structure; 3, assembled lock foot beam; 31, lock foot beam tenon; 32, lock foot beam mortise; 33, trumpet mouth type hole steel sleeve; cylindrical hole steel sleeve; 4, anchor cable; 5, anchor rod; 6, foundation pit pre-splitting steel pipe pile. DETAILED DESCRIPTION

[0054] The present application will be further described in detail below in conjunction with the drawings and examples, so that those skilled in the art can implement it according to the description.

[0055] It should be understood that the terms such as "have", "contain" and "include" used herein do not exclude the presence or addition of one or more other elements or combinations thereof.

[0056] The technical solutions of the present application will be further described in detail below in conjunction with the drawings and specific embodiments.

[0057] As shown in Fig. 2, the overall structure of the detachable lock foot beam structure of the open excavation foundation pit of the soil and rock combined stratum of the present application is shown, which includes the foundation pit support pile 1 drilled in the lower soft stratum, the foundation pit pre-splitting steel pipe pile 6 in the lower hard stratum, the plurality of anchor cables 4, the plurality of anchor rods 5, the secondary lining structure 2 and the assembled lock foot beam 3. The plurality of anchor cables 4 are anchored to the foundation pit support pile 1 to form the support structure of the upper soft foundation pit, and the foundation pit pre-splitting steel pipe pile 6 is vertically arranged and anchored by the plurality of anchor rods 5 to form the support structure of the lower hard foundation pit.

[0058] As shown in FIGS. 3-10, the assembled lock foot beam 1 adopts a structure of a boot-shaped section, including a straight trapezoidal structure at the upper part and a rectangular structure at the lower part. One side end surface of the assembled lock foot beam 3 is provided with a lock foot beam tenon 31, and the other side end surface is provided with a lock foot beam mortise 32 corresponding to the lock foot beam tenon 31, so that the butt joint assembly of two assembled lock foot beams 3 can be achieved through the lock foot beam tenon 31 and the lock foot beam mortise 32, thereby being applicable to different length requirements by changing the number of connections. A plurality of horn mouth type hole steel sleeves 33 are embedded on the straight trapezoidal structure at equal intervals, which are inclined to facilitate the adjustment of the angle of the lock foot anchor cable. A plurality of cylindrical hole steel sleeves 34 are embedded on the rectangular structure at equal intervals. The horn mouth type hole steel sleeves 33 and the cylindrical hole steel sleeves 34 are integrally cast and formed on the assembled lock foot beam 3 to form an integrated prefabricated part.

[0059] Preferably, the length L of the assembled lock foot beam 3 is 4-8 m, the height h of the assembled lock foot beam 3 is 800 mm, and the width L of the assembled lock foot beam 3 is 900 mm. The inclination angle ψ1 of the inclined surface of the straight trapezoidal structure is 30-55°.

[0060] Preferably, the horn mouth type hole steel sleeve 33 is arranged on the lock foot anchor cable installation reserved hole on the inclined surface of the straight trapezoidal structure, and the vertical distance h1 from the top surface of the straight trapezoidal structure is 200 mm, and the vertical distance h2 from the bottom surface is 200 mm, so the overall height of the straight trapezoidal structure can be 400 mm, and the height h3 of the rectangular structure is 400 mm. The inclination angle ψ2 of the lock foot anchor cable installation reserved hole of the horn mouth type hole steel sleeve 33 is 10-20°, thereby meeting the requirements of different angles and installation.

[0061] Preferably, the wall thickness of the cylindrical hole steel sleeve 34 is 5 mm, which is arranged in the steel pipe pile installation reserved hole on the rectangular structure. The distance L4 from the center of the steel pipe pile installation reserved hole to one side of the rectangular structure is 175 mm, and the distance L5 from the center of the steel pipe pile installation reserved hole to the other side of the rectangular structure is 725 mm. The hole diameter of the steel pipe pile installation reserved hole is 150 mm, and the spacing of the steel pipe pile installation reserved hole of each cylindrical hole steel sleeve 34 is preferably 1300-2000 mm.

[0062] Preferably, the upper width L1 of the straight trapezoidal structure is 400 mm.

[0063] Preferably, as shown in FIGS. 9 and 10, the wall thickness of the horn mouth type hole steel sleeve 33 is 5 mm, and the length L6 is 465 mm. The structure is a horn mouth shape with a small upper part and a large lower part. The top radius r1 of the lock foot anchor cable installation reserved hole is 75 mm, and the bottom radius r2 is 110 mm.

[0064] As shown in Figure 1, the application also discloses a construction method of the detachable lock beam structure of the open foundation pit of the soil-rock combined stratum, which comprises the following steps:

[0065] S1: measuring and positioning the line;

[0066] S2: constructing the underground enclosure pile structure of the upper open foundation pit;

[0067] S3: layer-by-layer excavating the upper foundation pit to 500 mm below the anchor cable installation position of each layer, timely installing the anchor cable, and tensioning the anchor cable prestress to the design value;

[0068] S4: when the foundation pit is excavated to the lock beam installation position, sequentially assembling the assembled lock beam, installing the anchor cable, and tensioning the anchor cable prestress to the design value;

[0069] S5: positioning the drilling machine, drilling the steel pipe pile of the lower foundation pit through the pre-splitting steel pipe pile installation reserved hole on the lock beam, and installing the pre-splitting steel pipe pile after the drilling is completed and the hole is cleaned;

[0070] S6: layer-by-layer excavating the lower foundation pit to 500 mm below the anchor rod installation position of each layer, and timely installing the anchor rod;

[0071] S7: after the foundation pit is excavated to the bottom, laying the waterproof layer of the secondary lining structure, binding the steel bars of the secondary lining, and pouring the concrete;

[0072] S8: after the secondary lining structure is constructed to the appropriate position below the lock beam, removing the lock anchor cable, and recycling the lock beam;

[0073] S9: completing the construction of the remaining secondary lining structure.

[0074] In step S4, the following sub-steps are further included:

[0075] S401: placing the steel formwork of the lock beam, and smearing the release agent on the inner surface of the formwork;

[0076] S402: positioning the lock anchor cable installation reserved hole and the steel pipe pile installation reserved hole sleeve;

[0077] S403: binding the steel bars of the lock beam;

[0078] S404: installing the steel formwork of the lock beam, wherein the steel formwork adopts small formworks connected by rotatable hinges, the hinges are adjusted according to the shape of the inclined surface of the lock beam, and the hinge position is fixed after the shape of the lock beam is adjusted;

[0079] S405: installing one side end form, and the end form is connected with the top form, the bottom form and the side form in a socket type;

[0080] S406: placing the rubber inflatable core form into the steel reinforcement cage, fixing the position, and connecting the core form and the surrounding formwork;

[0081] S407: After pouring concrete, use a vibrating rod to vibrate from the vibrating hole reserved in the top mold;

[0082] S408: After the initial setting of the concrete, open the valve of the rubber inflatable core mold to release the air, then demold, and maintain the concrete member.

[0083] In step S408, the mass ratio of soap powder to water is 1:20 to form soap water as a demolding agent.

[0084] In the description of the present application, it should be understood that the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application.

[0085] In the present application, unless otherwise explicitly specified and limited, the terms "mounting", "connecting", "connecting", "fixing" and the like should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrated; it can be mechanically connected, or it can be electrically connected or communicate with each other; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the internal communication of two elements or the interaction relationship between two elements, unless otherwise explicitly limited. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0086] Obviously, those skilled in the art can make various modifications and variations to the present application without departing from the spirit and scope of the present application. Thus, if these modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application also intends to include these modifications and variations.

Claims

1. A removable lock beam structure for open excavation of soil-rock combined stratum, comprising a foundation pit support pile drilled in an upper soft stratum, a foundation pit pre-splitting steel pipe pile in a lower hard stratum, a plurality of anchor cables, a plurality of anchor rods, a secondary lining structure, and an assembled lock beam, the plurality of anchor cables being anchored to the foundation pit support pile to form a support structure for the upper soft foundation pit, the foundation pit pre-splitting steel pipe pile being vertically arranged and anchored by the plurality of anchor rods to form a support structure for the lower hard foundation pit, characterized in that: the assembled lock beam adopts a boot-shaped cross-section structure, which comprises an upper right-trapezoidal structure and a lower rectangular structure, one side end face of the assembled lock beam is provided with a lock beam tenon, and the other side end face is provided with a lock beam mortise corresponding to the lock beam tenon, so that the two assembled lock beams can be butt-jointed by the mutual pairing of the lock beam tenon and the lock beam mortise to connect different numbers of assembled lock beams to meet different length requirements, wherein a plurality of inclined flared hole steel sleeves are embedded on the right-trapezoidal structure at equal intervals to facilitate the adjustment of the angle of the lock anchor cable, and a plurality of cylindrical hole steel sleeves are embedded on the rectangular structure at equal intervals, and the flared hole steel sleeves and the cylindrical hole steel sleeves are integrally cast and formed on the assembled lock beam to form an integrated prefabricated part. The length of the assembled lock beam is 4-8 m, the height of the assembled lock beam is 800 mm, the width of the assembled lock beam is 900 mm, and the inclination angle ψ1 of the inclined surface of the right-trapezoidal structure is 30-55°.

2. The removable lock beam structure of the open excavation foundation pit of the soil-rock combined stratum according to claim 1, characterized in that, The flared hole steel sleeve is arranged on the inclined surface of the right-trapezoidal structure as a lock anchor cable installation reserved hole, the vertical distance h1 from the hole opening to the top surface of the right-trapezoidal structure is 200 mm, the vertical distance h2 from the hole opening to the bottom surface of the right-trapezoidal structure is 200 mm, so the overall height of the right-trapezoidal structure is 400 mm, the height h3 of the rectangular structure is 400 mm, and the inclination angle ψ2 of the lock anchor cable installation reserved hole of the flared hole steel sleeve is 10-20° to meet different angle requirements and installation.

3. The removable lock beam structure of open excavation foundation pit of soil-rock combined stratum according to claim 1, characterized in that, The wall thickness of the cylindrical hole steel sleeve is 5 mm, which is arranged in a steel pipe pile installation reserved hole on the rectangular structure, the distance L4 from the hole center of the steel pipe pile installation reserved hole to one side of the rectangular structure is 175 mm, and the distance L5 from the hole center to the other side is 725 mm, the hole diameter of the steel pipe pile installation reserved hole is 150 mm, and the spacing of the steel pipe pile installation reserved holes of the cylindrical hole steel sleeves is 1300-2000 mm.

4. The excavated rock-soil combined stratum open foundation pit detachable lock-heel beam structure according to claim 1, characterized in that, The upper width L1 of the right-trapezoidal structure is 400 mm.

5. The excavated rock-soil combined stratum open foundation pit detachable lock-heel beam structure according to claim 1, characterized in that, The wall thickness of the flared hole steel sleeve is 5 mm, the length L6 is 465 mm, the structure is a flared hole with a small upper part and a large lower part, and the top radius r1 of the lock anchor cable installation reserved hole is 75 mm and the bottom radius r2 is 110 mm.

6. The excavated rock-soil combined stratum open foundation pit detachable lock-heel beam structure according to claim 1, characterized in that, The method comprises the following steps:

7. A method of constructing a removable lock beam structure for an open cut foundation trench in a soil and rock stratum as claimed in any one of claims 1 to 6, characterised in that S1: measuring and positioning the line; S2: constructing an underground support pile structure for the upper open excavation foundation pit; S3: excavating the upper foundation pit layer by layer to 500 mm below the anchor cable installation position of each layer, and timely installing the anchor cable and tensioning the anchor cable prestress to the design value; ​ S4: When the foundation pit is excavated to the position of the lock beam installation, the assembled lock beam is assembled in sequence, the anchor cable is installed, and the anchor cable prestress is tensioned to the design value; S5: The drill is in place, the pre-splitting steel pipe pile is installed through the pre-splitting steel pipe pile installation reserved hole on the lock beam, the steel pipe pile of the lower foundation pit is constructed, and the pre-splitting steel pipe pile is installed after the drilling is completed and the hole is cleaned; S6: Excavate the lower foundation pit layer by layer to 500mm below the anchor rod installation position of each layer, and install the anchor rod in time; S7: After the foundation pit is bottomed, the secondary lining structure waterproof layer is laid, the secondary lining steel bar is bound, and the concrete is poured; S8: After the secondary lining structure construction reaches the appropriate position below the lock beam, the lock anchor cable is removed, and the lock beam is recovered; S9: Complete the construction of the remaining secondary lining structure.

8. The removable lock beam structure of the soil-rock combined stratum open foundation pit according to claim 7, characterized in that, The step S4 further includes the following sub-steps: S401: Place the steel formwork of the lock beam, and coat the inner surface of the formwork with release agent; S402: Position the lock anchor installation reserved hole and the steel pipe pile installation reserved hole sleeve; S403: Bind the steel reinforcement of the lock beam; S404: Install the steel formwork of the lock beam, and the steel formwork adopts small formworks connected by rotatable hinges. According to the shape of the inclined surface of the lock beam, adjust the hinges, fix the hinge position after adjusting the shape of the lock beam; S405: Install one side end form, and the end form is connected with the top form, bottom form and side form by socket connection; S406: Put the rubber inflatable core form into the steel reinforcement cage, fix the position, and connect the core form with the surrounding formwork; S407: After pouring the concrete, use the vibrating rod to vibrate from the vibrating opening reserved in the top form; S408: After the concrete is initially cured, open the valve of the rubber inflatable core form to release the air, then demold, and maintain the concrete member.

9. The excavated rock-soil stratum open foundation pit removable lock foot beam structure according to claim 8, characterized in that, The demolding agent in step S408 is soap water formed by soap and water in a mass ratio of 1:20 as a demolding agent.

Images