Construction method of tower crane and equipment integrated composite foundation structure

Abstract

This invention discloses a construction method for an integrated composite foundation structure for tower cranes and equipment, belonging to the field of building construction technology. The method includes: forming a combined foundation structure diagram where the tower crane support area and the equipment foundation area share the same reinforced concrete foundation platform; setting up a reinforced transition structure between the tower crane support area and the equipment foundation area; installing the tower crane pre-embedded support system and equipment anchor bolts; carrying out concrete pouring and curing; conducting concrete strength testing and verifying the position of pre-embedded parts; and installing the tower crane. This invention integrates the tower crane foundation and the formal equipment foundation into the same foundation platform structure, avoiding the repetitive procedures, material waste, and construction waste generated by separate piling, pouring, and subsequent demolition of the tower crane foundation. It solves the technical problems of high cost, long construction period, and poor environmental performance of traditional construction methods, and has the advantages of simplified procedures, significantly reduced costs, greatly shortened construction period, and high resource utilization.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a construction method for a composite foundation structure integrating tower cranes and equipment. Background Technology

[0002] In recent years, with the continuous expansion of the construction scale of chemical plants, industrial buildings, and large public buildings, the reliance on tower cranes on construction sites has been increasing. As the core equipment for vertical transportation, the foundation construction of tower cranes is a crucial preliminary step in the entire installation project. In traditional construction methods, tower crane foundations are usually designed and constructed independently of equipment foundations or main structure foundations, requiring separate pile foundation construction, rebar tying, concrete pouring, and curing. The tower crane foundation is then demolished after the tower crane is dismantled.

[0003] However, traditional construction methods have the following technical drawbacks: Firstly, the independent construction of tower crane foundations and equipment foundations leads to overlapping procedures and extended construction periods. Tower crane foundations require a complete set of procedures, including pile foundation construction, pile foundation testing, rebar fabrication and tying, and concrete pouring and curing, which consumes critical path time. Equipment foundations also require the same procedures, making it impossible to coordinate the two and severely restricting the overall construction progress. Secondly, the tower crane foundation needs to be demolished after the tower crane is used. The demolition process generates a large amount of construction waste such as concrete fragments and steel scrap, which not only wastes materials but also increases the cost of transporting and disposing of waste, which is not in line with the current trend of green construction and reduction of construction waste. Third, the separate construction of tower crane foundations increases the one-time investment in pile foundation engineering, steel reinforcement engineering, formwork engineering and concrete engineering, and the demolition cost is included in the construction cost, resulting in a high overall cost of tower crane foundations and poor economic efficiency. Fourth, tower crane foundation demolition operations typically employ impact or blasting methods with hydraulic breakers, which can easily cause vibration damage to existing equipment foundations and underground pipelines in the surrounding area, posing a high safety risk. Summary of the Invention

[0004] The main objective of this invention is to propose a construction method for an integrated composite foundation structure for tower cranes and equipment, aiming to solve the technical problems of repetitive procedures, extended construction period, increased costs, and excessive construction waste caused by the independent construction of tower crane foundations and equipment foundations in traditional construction.

[0005] To achieve the above objectives, the present invention proposes a construction method for an integrated composite foundation structure for tower cranes and equipment, the method comprising: Integrated foundation structure detailed design is carried out to obtain tower crane design parameters and equipment foundation design parameters. The synergistic effect analysis of tower crane working load and equipment foundation permanent load is conducted to determine the composite foundation plan outline, vertical partition interface and load distribution scheme, and form a joint foundation structure diagram in which the tower crane support area and equipment foundation area share the same reinforced concrete foundation. According to the detailed design drawings, the steel reinforcement project is carried out. A reinforcement transition structure is set between the tower crane support area and the equipment foundation area. The tower crane support area is reinforced with strong reinforcement, and the equipment foundation area is reinforced according to the conventional equipment load. The transition area is equipped with diagonal structural steel bars and progressively variable cross-section stirrups, which are tied together to form a combined steel reinforcement skeleton. Install the tower crane's embedded support system and equipment anchor bolts, and jointly position and install the tower crane's outrigger embedded parts or embedded support sections and the equipment anchor bolts on the same concrete foundation, using a joint positioning template for relative position verification; Concrete pouring and curing are carried out, and concrete construction is carried out according to the pouring sequence determined by the vertical partition interface. The combined foundation is subjected to large-volume concrete temperature control and moisture retention curing. Concrete strength testing and embedded part position verification are carried out. Once the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy, the tower crane installation is carried out.

[0006] The technical solution of this invention integrates the independent foundation of the tower crane and the formal foundation of the equipment into the same reinforced concrete pier structure. Through detailed design, a joint foundation structure drawing is formed. The structural stress coordination of the two areas is achieved through reinforcement transition structure. The precise positioning of the tower crane embedded parts and the equipment anchor bolts is achieved through joint positioning template. Construction quality is ensured through zoned pouring sequence and temperature control of large-volume concrete. The complete conversion of the foundation is achieved through cutting and sealing treatment after tower dismantling. This forms a closed-loop construction system covering the entire process from design refinement, reinforcement construction, embedded installation, concrete pouring to inspection and installation, and tower dismantling and repair. It solves the technical problems of repeated procedures, extended construction period, increased cost and excessive construction waste caused by the independent construction of tower crane foundation and equipment foundation in traditional construction. It has significant advantages such as simplified procedures, significantly reduced costs, greatly shortened construction period and high resource utilization. Attached Figure Description

[0007] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0008] Figure 1This is a flowchart illustrating an embodiment of the construction method for the integrated composite foundation structure of tower cranes and equipment provided by the present invention.

[0009] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0010] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0011] It should be noted that if the embodiments of the present invention involve directional indicators (such as up, down, left, right, front, back, etc.), the directional indicators are only used to explain the relative positional relationship and movement of the components in a specific posture. If the specific posture changes, the directional indicators will also change accordingly.

[0012] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the use of "and / or" or "and / or" throughout the text includes three parallel solutions. For example, "A and / or B" includes solution A, solution B, or a solution where both A and B are satisfied simultaneously. Furthermore, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0013] Existing tower crane foundation construction is usually carried out independently of equipment foundation. The tower crane foundation requires separate pile foundation construction, rebar binding, concrete pouring and curing. After the tower crane is used, it also needs to be demolished, resulting in repeated procedures, extended construction period, increased costs and a large amount of construction waste.

[0014] To address the aforementioned technical problems, this invention proposes a construction method for an integrated composite foundation structure combining tower cranes and equipment.

[0015] Please see Figure 1 In one embodiment of the present invention, the construction method of the integrated composite foundation structure for tower cranes and equipment includes: Step S10: Perform integrated foundation structure detailed design, obtain tower crane design parameters and equipment foundation design parameters, conduct synergistic analysis based on tower crane working load and equipment foundation permanent load, determine composite foundation plan outline, vertical partition interface and load distribution scheme, and form a joint foundation structure diagram in which the tower crane support area and equipment foundation area share the same reinforced concrete foundation. Step S20: Carry out the reinforcement work according to the detailed design drawings. Set up a reinforcement transition structure between the tower crane support area and the equipment foundation area. The tower crane support area adopts reinforced reinforcement, and the equipment foundation area is reinforced according to the conventional equipment load. The transition area is equipped with diagonal structural steel bars and progressively variable cross-section stirrups. The whole structure is tied together to form a joint steel reinforcement skeleton. Step S30: Install the tower crane pre-embedded support system and equipment anchor bolts. The tower crane outrigger pre-embedded parts or pre-embedded support sections and the equipment anchor bolts are jointly positioned and installed on the same concrete foundation. The relative position is checked using a joint positioning template. Step S40: Concrete pouring and curing are carried out. Concrete construction is carried out according to the pouring sequence determined by the vertical partition interface. The joint foundation is subjected to large-volume concrete temperature control and moisture retention curing. Step S50: Concrete strength testing and embedded part position verification are performed. After the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy, tower crane installation is carried out.

[0016] The key terms in this embodiment will be explained below to facilitate understanding of the implementation details of the subsequent steps.

[0017] The tower crane support area refers to the localized area within the combined foundation structure specifically designed to bear the vertical load, overturning moment, and horizontal shear force of the tower crane. This area is reinforced with high-strength concrete and directly connected to the tower crane's embedded support section. The equipment foundation area refers to the localized area within the combined foundation structure that bears the self-weight, dynamic load, and anchor bolt tension of the process equipment. This area is reinforced according to conventional equipment foundation design. The reinforcement transition area refers to the boundary transition zone between the tower crane support area and the equipment foundation area. The diagonal structural reinforcement and the progressively variable cross-section stirrups ensure a smooth transition between the different reinforcement densities on both sides, preventing stress concentration and cracking. The combined positioning template refers to a specialized positioning device that simultaneously creates positioning holes for the tower crane's embedded support section and the equipment's anchor bolts on the same steel template. This ensures the relative positional accuracy of the two types of embedded parts on the same concrete foundation.

[0018] This embodiment provides a construction method for an integrated composite foundation structure for tower cranes and equipment.

[0019] It should be noted that the core of the construction method proposed in this invention lies in merging the traditionally independent tower crane foundations and equipment foundations into a single "combined foundation." This is achieved through coordinated processes across design, reinforcement, pre-embedding, pouring, testing, and subsequent conversion, realizing a "permanent-temporary integration." The term "synergistic effect analysis" refers to simultaneously considering the working loads of the tower crane (wind load, overturning moment generated by the suspended weight, etc.) and the permanent loads of the equipment foundation (equipment self-weight, dynamic loads during operation, etc.) during the design phase. The bearing capacity and overturning stability of the foundation are calculated based on the most unfavorable combination, rather than simply placing the two foundations adjacent to each other. The "vertical zoning interface" refers to one or more boundary lines drawn on the combined foundation plan to distinguish the main stress areas of the tower crane, the main stress areas of the equipment, and the transition zone between them. This serves as the fundamental basis for subsequent zoning reinforcement and the determination of differentiated pouring sequences.

[0020] Specifically, by sharing the same foundation platform for both the tower crane foundation and the equipment foundation, this method directly eliminates a series of processes required for independent tower crane foundations, including earthwork excavation, subbase construction, reinforcement, concrete installation, formwork, and demolition, thus eliminating construction waste at the source. More importantly, through synergistic analysis, this method integrates two foundation systems that previously required separate calculations into a more rationally stress-bearing whole, increasing the foundation base area and optimizing overturning resistance. Compared to independent foundation schemes, the composite foundation exhibits a more uniform base pressure distribution and higher overall stability. By defining vertical zoning interfaces, "zonal design, overall load-bearing" is achieved, providing a clear basis for subsequent differentiated reinforcement and concrete construction.

[0021] More specifically, this embodiment is executed in the order of steps S10 to S50 to form a complete construction closed loop.

[0022] In step S10, an integrated foundation structure detailed design is performed. First, comprehensive design input parameters are collected from the technical documents and equipment foundation design drawings provided by the tower crane manufacturer. Based on this, a collaborative load analysis is performed, the purpose of which is not only to verify the foundation bearing capacity but also to provide a quantitative basis for determining a reasonable planar profile and zoning interfaces. If the verification results show that the foundation edge pressure caused by the tower crane overturning moment is too large, the planar dimensions on that side can be appropriately enlarged. Finally, a unified joint foundation structure drawing, distinct from the traditional two independent drawings, is formed.

[0023] In step S20, the reinforcement work is carried out. Based on the detailed design drawings, the construction team performs the overall binding of the combined reinforcement cage after the foundation layer is constructed. The key to this step is handling the reinforcement transition area. In terms of construction sequence, the conventional reinforcement binding of the equipment foundation area can be completed first, followed by binding the reinforcing mesh of the tower crane support area, and finally, the diagonal reinforcement and variable cross-section stirrups in the transition area are arranged to connect the two parts into a whole.

[0024] In step S30, the embedded parts are installed. This is a core control step to ensure that the spatial relationship between the tower crane and the equipment meets the requirements of subsequent installation. The joint positioning template is a special tooling for achieving this accuracy. Installation must be carried out after the reinforcement binding is completed and accepted. The axis control network of the positioning template must be derived from the primary control network of the site, and it is strictly forbidden to arbitrarily derive points from adjacent existing structures.

[0025] In step S40, concrete pouring and curing are carried out. This step strictly follows the pouring sequence of the vertical zoning interfaces determined in step S10. The vertical construction joint is a structural feature for controlling the temperature stress of large-volume concrete and realizing zoning pouring. Regardless of whether the scheme of pouring the tower crane area first and then the equipment area is adopted, or the scheme of overall inclined layer-by-layer advancement is adopted, the treatment quality of the interface between the new and old concrete must be ensured.

[0026] In step S50, testing and tower crane installation are carried out. After the concrete has cured to the required age, the concrete strength in the tower crane support area and the positional accuracy of all embedded parts must be systematically checked. Strength is the fundamental guarantee of safety, and the positional accuracy of the embedded parts is the technical prerequisite for the normal installation of the tower crane. Only after both are qualified can the tower crane installation work be organized. At this point, the main construction phase of this method is completed.

[0027] In an embodiment of the present invention, the steps of performing integrated foundation structure detailed design, obtaining tower crane design parameters and equipment foundation design parameters, conducting synergistic analysis based on the working load of the tower crane and the permanent load of the equipment foundation, determining the composite foundation plan outline, vertical partition interface and load distribution scheme, and forming a joint foundation structure diagram in which the tower crane support area and the equipment foundation area share the same reinforced concrete foundation platform include: Step S11: Extract the design parameters of the independent foundation of the tower crane, including the maximum overturning moment, vertical load, horizontal load and geometric dimensions of the embedded parts; Step S12: Extract the basic design parameters of the equipment, including the equipment's self-weight, dynamic load impact coefficient, anchor bolt position coordinates, and foundation embedment depth. Step S13: Perform load superposition analysis. Combine the overturning moment and vertical load borne by the independent foundation of the tower crane in non-working state with the vertical permanent load and dynamic impact of the equipment foundation in normal operating state according to the most unfavorable working conditions. Verify that the average compressive stress on the bottom surface of the composite foundation is not greater than the corrected characteristic value of the foundation bearing capacity, and that the overturning safety factor of the composite foundation under the combined load is not less than 1.5. Step S14: Determine the planar boundary line between the tower crane support area and the equipment foundation area based on the load calculation results. The boundary line is set at a distance of not less than 500mm outward from the edge of the tower crane support area, and a vertical construction joint is set at the boundary line. Step S15: Draw the construction drawing of the combined foundation structure, and mark the differences in reinforcement, concrete strength grade and joint positioning dimensions of the embedded parts in the tower crane support area, the equipment foundation area and the transition area respectively.

[0028] It should be noted that this embodiment is a further refinement of step S10 above. The "maximum overturning moment" specifically refers to the maximum moment generated on the top surface of the foundation by wind load acting on the tower body, boom, and other components when the tower crane is not in operation (e.g., during a storm). This value is provided by the tower crane manufacturer and is a controlling load in the independent foundation design. The "dynamic load impact coefficient" is a load amplification factor considering the impact caused by the equipment during startup, shutdown, or operation, and is usually provided by the equipment manufacturer. The "corrected characteristic value of foundation bearing capacity" is a value obtained by correcting the foundation depth and width based on the characteristic value of foundation bearing capacity obtained from in-situ testing or table lookup according to the "Code for Design of Building Foundations".

[0029] Specifically, this embodiment constructs the core technical framework of the detailed design through quantitative parameter extraction and rigorous load superposition analysis logic. The advantage of this design lies in its integrated consideration of the tower crane foundation design and equipment foundation design, two originally independent disciplines, avoiding design disconnects. In particular, by verifying the two most unfavorable working condition combinations (maximum tower crane overturning + permanent equipment load; maximum tower crane vertical pressure + maximum pull-out force of equipment anchor bolts), it is possible to identify composite stress weaknesses that might be overlooked in a single foundation design. For example, the pull-out force caused by the tower crane overturning moment may coincide with the pre-tightening tension of the equipment anchor bolts, leading to excessive local stress on the foundation. This analysis allows for proactive measures such as widening the foundation plane or increasing reinforcement.

[0030] More specifically, the implementation process of this embodiment is as follows: In step S11, the most unfavorable load combination value under non-working conditions is extracted from the "Tower Crane Instruction Manual" provided by the tower crane manufacturer or the output report of the dedicated foundation design software. It is important to distinguish between working and non-working conditions. Typically, the wind load is greater and the overturning moment is largest under non-working conditions, making it the control condition for foundation overturning resistance verification.

[0031] In step S12, the equipment's self-weight (static load), dynamic load generated during operation, and its impact coefficient are extracted from the "Equipment Foundation Condition Diagram" provided by the equipment specialist, and the plane coordinates and specifications of all bolts are obtained from the anchor bolt table.

[0032] In step S13, a specific load superposition analysis calculation is performed. First, the load values ​​extracted in steps S11 and S12 are combined according to the specifications. During combination, the partial factors for variable loads such as wind load and dynamic load are taken according to the most unfavorable principle. Subsequently, using formulas from mechanics of materials and soil mechanics, the average compressive stress and maximum edge compressive stress on the bottom surface of the composite foundation under various combinations are manually calculated or verified with the aid of calculation software to ensure that they meet the bearing capacity requirements of the foundation. At the same time, the ratio of the sum of all anti-overturning moments (multiplied by the foundation's self-weight, equipment weight, etc., and their lever arms) to the sum of all overturning moments (multiplied by the tower crane's overturning moment and horizontal force, and their lever arms) is calculated to ensure that it is not less than the safety standard of 1.5. If any index is not met, the foundation's planar dimensions or embedment depth are adjusted until all are met.

[0033] In step S14, the planar boundary line is precisely drawn on the drawing based on the final determined base dimensions and shape. This boundary line is not only a design boundary but also a physical basis for subsequent construction joint setting and division of pouring areas. The 500mm buffer zone provides space for reinforcement in the transition area, avoiding abrupt changes in reinforcement density.

[0034] In step S15, construction drawings are prepared. The drawings must clearly express all the aforementioned design intentions, including but not limited to: distinguishing the three main areas using different fill patterns; marking the accurate spatial relationship dimensions between the tower crane embedded support section and the anchor bolts on the sectional view; listing the reinforcement details for each area; and specifying the concrete strength grade. Typically, the tower crane support area and transition area can use C40 or higher, while the equipment foundation area can use C30 or C35. However, for construction convenience, a higher grade can be used uniformly.

[0035] In an embodiment of the present invention, the steps of carrying out reinforcement engineering according to the detailed design drawings, setting up a reinforcement transition structure between the tower crane support area and the equipment foundation area, using reinforced reinforcement in the tower crane support area, conventional reinforcement in the equipment foundation area according to equipment load, configuring diagonal structural reinforcement and progressively variable cross-section stirrups in the transition area, and binding the entire structure to form a combined reinforcement skeleton include: Step S21: The bottom layer of the tower crane support area adopts double-layer bidirectional reinforcement, with longitudinal reinforcement diameter not less than 20mm, transverse reinforcement diameter not less than 18mm, and spacing not greater than 150mm. A reinforcement densification zone is set in the projection area directly below each leg of the tower crane, with reinforcement spacing not greater than 100mm. Step S22: Define the reinforcement transition area within 500mm on both sides of the boundary line between the tower crane support area and the equipment foundation area. Arrange a 45° inclined structural steel bar every 200mm along the boundary line. The diameter of the inclined steel bar is not less than 16mm. Both ends are anchored into the tower crane support area and the equipment foundation area, respectively, with a steel bar diameter of not less than 35 times the steel bar diameter. Step S23: The diameter of the stirrups in the transition area is not less than 10mm, and the spacing of the stirrups gradually transitions from 100mm to 200mm along the direction from the tower crane support area to the equipment foundation area, forming a gradient reinforcement. Step S24: The equipment foundation area is constructed with conventional reinforcement according to the equipment foundation design drawings. The bottom layer of steel mesh adopts single-layer or double-layer bidirectional reinforcement. The diameter and spacing of the steel bars are determined according to the equipment load. Step S25: U-shaped connecting steel bars are installed at the vertical construction joint between the tower crane support area and the equipment foundation area. The diameter of the U-shaped steel bars is not less than 16mm, and the length of the steel bars extending into the tower crane support area and the equipment foundation area is not less than the anchorage length of the steel bars. The steel bars on both sides of the construction joint are tied together to form a continuous joint steel bar skeleton.

[0036] It should be noted that this embodiment is a refinement of step S20, defining a reinforcement engineering scheme with reasonable stress distribution and clear structure. "Double-layer bidirectional reinforcement" refers to arranging reinforcing bars in two directions (longitudinal and transverse) on both the top and bottom surfaces of the slab-like member, forming two layers of reinforcing mesh. The "reinforcement densification zone" is a reinforced area designed to prevent punching shear or localized compressive failure of the concrete, specifically targeting the highly concentrated load point of the tower crane legs. "Progressive variable cross-section" means that the spacing of the stirrups changes gradually and smoothly, rather than abruptly changing from 100mm to 200mm along a single line.

[0037] Specifically, the reinforcement system constructed in this embodiment achieves the technical effect of ensuring reliable "structural synergy" between zones with different stress characteristics. The ultra-strong reinforcement in the tower crane support area ensures its strength and stiffness under high concentrated stress, while the conventional reinforcement in the equipment foundation area meets the static and dynamic load requirements of the equipment. The reinforcement transition area eliminates abrupt changes in stiffness between the two. In particular, the 45° diagonal reinforcement, perpendicular to the potential cracking surface, effectively transmits shear and tensile forces caused by uneven settlement or deformation differences between the two areas, suppressing cracking at construction joints or interfaces. This reinforcement method strengthens two originally independent foundation stress systems into a unified structure that can synergistically bear and transmit internal forces, improving the robustness of the entire combined foundation.

[0038] More specifically, during on-site construction, the following steps must be followed meticulously: In step S21, the lower layer of steel reinforcement mesh in the tower crane support area is tied first. The denser steel reinforcement mesh in the outrigger projection area can be prefabricated on the ground and hoisted into place as a whole to improve efficiency and accuracy. The supporting stirrups for the upper layer of steel reinforcement mesh need to be densely installed to ensure that the upper layer mesh does not sink or deform during pouring.

[0039] In step S22, arranging the 45° inclined structural reinforcement bars is a critical process. These bars should be interspersed above or below the bottom layer of reinforcement mesh in both areas, and their inclination angle must be controlled using an angle gauge or a simple positioning mold to ensure it is within the range of 40° to 50°. The anchorage length at both ends must be measured and checked individually; bars that do not meet the requirement of 35 times the diameter of the reinforcement bar (35d) must not be tied.

[0040] In step S23, the stirrups in the transition area are tied. To achieve a "gradual transition", before construction, the stirrup position lines can be pre-drawn on the longitudinal steel bars with chalk according to the spacing changes from 100mm to 200mm on the zoning diagram, and then tied according to the lines to form a gradient change zone of stiffness.

[0041] In step S24, the reinforcement of the equipment foundation area can be constructed according to the drawing, but attention should be paid to whether the reinforcement extending into the transition area and the lap or anchorage with the U-shaped connecting reinforcement meet the requirements.

[0042] In step S25, the U-shaped connecting steel bar is crucial for connecting the structures on both sides of the construction joint. It must be tied before the formwork is installed. The rounded end of the U-shape should face the construction joint, and the two legs should be anchored into the two areas respectively. Through the layered tying of this U-shaped steel mesh with the steel meshes of the two areas, a complete and continuous combined steel reinforcement skeleton is ultimately formed, ensuring effective transmission of horizontal tension even in the presence of a vertical construction joint.

[0043] In an embodiment of the present invention, the step of installing the tower crane pre-embedded support system and the equipment anchor bolts, which involves jointly positioning and installing the tower crane outrigger pre-embedded parts or pre-embedded support sections and the equipment anchor bolts on the same concrete foundation, and using a joint positioning template for relative position verification, includes: Step S31: Fabricate the steel joint positioning template, and simultaneously open the positioning holes of the tower crane pre-embedded support section and the positioning holes of the equipment anchor bolts on the template according to the design coordinates. The diameter of the positioning holes is 2-5mm larger than the outer diameter of the pre-embedded parts. Step S32: Lay the joint positioning template on the foundation pad layer, and use a total station or theodolite to measure the plane coordinates and elevation of the four corners of the template. The plane coordinate deviation is no greater than ±3mm, the elevation deviation is no greater than ±3mm, and the height difference between adjacent corner points is no greater than 2mm. Step S33: Insert the tower crane pre-embedded support section into the positioning hole from top to bottom. Leave a 50-80mm concrete protective layer between the bottom surface of the support section and the top surface of the pad layer. Adjust the levelness of the top surface of the support section by adjusting the bottom adjusting bolts or shims of the support section. The levelness deviation shall not be greater than 1 / 1000. Step S34: Insert the equipment anchor bolts into the positioning holes and temporarily fix them above the template using double nuts. The bottom of the bolts should be at least 100mm from the top surface of the pad, and the verticality deviation of the bolts should not be greater than 1 / 100. Step S35: Use a steel tape measure or the total station to verify the relative distance between the center of the tower crane's embedded support section and the center of the nearest anchor bolt of the equipment. The deviation shall not exceed ±5mm. After verification, use short steel bars to weld and fix the template, the embedded support section and the anchor bolt to the bottom steel mesh.

[0044] It should be noted that this embodiment describes the specific construction process of step S30. The "joint positioning template" is a key tooling specially designed by this invention to achieve high-precision one-time installation of two types of embedded parts with different functions and precision requirements. It is not a simple splicing of two templates, but a single integrated steel template that incorporates all positioning information. The "embedded support section" is a steel structural component pre-embedded in the tower crane foundation for connecting standard tower sections or legs; its installation accuracy directly affects the verticality of the tower crane after installation.

[0045] Specifically, the advantage of this method lies in combining the positioning work of the tower crane and the equipment into one, simplifying the process. In traditional methods, the two sets of embedded parts are positioned separately. Often, due to the conversion of measurement benchmarks and accumulated errors, the relative positions between the two sets of embedded parts deviate significantly. This can affect equipment positioning or even prevent construction during tower crane hoisting due to spatial interference. This method, through the aforementioned joint positioning template, determines the absolute position of all embedded parts in the same coordinate system and their relative positions. As long as the template is accurately positioned, the relative positions of all embedded parts passing through it are naturally guaranteed. This simplifies the measurement control from dozens of scattered points to the control of the four corner points of a template, significantly improving positioning efficiency and reliability.

[0046] More specifically, the implementation steps of this embodiment are as follows: In step S31, the joint positioning template is fabricated. The template is generally made of Q235B steel plate, and its thickness needs to be verified for rigidity to ensure no significant deflection under its own weight and the weight of the embedded part; it is typically not less than 5mm. Holes should be cut using laser cutting or CNC plasma cutting to ensure hole position accuracy and hole wall perpendicularity. The hole diameter is 2-5mm larger than the outer diameter of the embedded part; this is a clearance reserved for installation and fine-tuning. If the hole is too large, positioning will be inaccurate; if it is too small, the embedded part will be difficult to insert.

[0047] In step S32, the template is positioned and fine-tuned. This is the baseline establishment step in the entire installation process. The measuring instrument must be set up on a control point with forced alignment and good stability. By adjusting the adjusting bolts under the template, the three-dimensional coordinates of the four corners of the template meet the accuracy requirements, and all adjusting bolts should be tightened to prevent the template from shaking during subsequent operations.

[0048] In step S33, the tower crane's embedded support sections are installed. These support sections are typically square or cylindrical frames with significant weight. After being inserted through the positioning holes in the template, the level and elevation of each individual support section are finely adjusted using the adjusting bolts below its base flange. A gap of 50–80 mm is maintained to form a complete concrete protective layer at the bottom of the support section, ensuring uniform force distribution.

[0049] In step S34, the equipment anchor bolts are installed. After each bolt passes through the corresponding positioning hole, it is temporarily tightened and fixed to the upper surface of the template with double nuts. To ensure verticality at the bottom, short reinforcing bars can be tied to the bottom of the bolts or temporary supports can be welded to connect with the bottom layer of reinforcing mesh.

[0050] In step S35, a comprehensive review and final fixation are performed. Before welding and fixing, a systematic review of the parameters of all embedded parts must be conducted. In particular, the relative distance between the center of the tower crane support section and the center of the nearest equipment anchor bolt must be measured. This distance is crucial to ensure that subsequent equipment installation does not collide with the tower crane. Welding can only proceed after all parameters have passed the review. Welding should follow the principles of symmetry and intermittent operation to avoid deformation of the formwork due to welding heat. The short steel bars act as a tie, firmly integrating the entire embedded part system with the foundation structure reinforcement, resisting the enormous buoyancy and impact forces during concrete pouring. This is the last and most critical safeguard against displacement of the embedded parts.

[0051] In an embodiment of the present invention, the step of performing load superposition analysis, which combines the overturning moment and vertical load borne by the independent foundation of the tower crane in its non-working state with the vertical permanent load and dynamic impact of the equipment foundation in its normal operating state under the most unfavorable working conditions, and verifies that the average compressive stress at the bottom of the composite foundation is not greater than the corrected characteristic value of the foundation bearing capacity, and that the overturning safety factor of the composite foundation under the combined load is not less than 1.5, includes: Step S131: According to the technical parameters provided by the tower crane manufacturer, calculate the maximum vertical load, maximum overturning moment and horizontal shear force that the independent foundation of the tower crane can withstand in the non-working state, wherein the overturning moment is determined according to the technical documents of the independent foundation of the tower crane, and the vertical load is determined according to the combination of the self-weight of the tower crane and the maximum lifting capacity. Step S132: According to the technical parameters provided by the equipment manufacturer, calculate the vertical permanent load, dynamic load impact coefficient, and maximum tensile force of the anchor bolts of the equipment foundation under normal equipment operation. The dynamic load impact coefficient is taken as 1.1~1.3, and the anchor bolt tensile force is taken as the value in the technical documents of the equipment foundation. Step S133: The tower crane load and the equipment foundation load are superimposed according to the most unfavorable combination. The combined working conditions include: the combination of the maximum overturning moment of the tower crane and the vertical permanent load of the equipment foundation, and the combination of the maximum vertical load of the tower crane and the maximum tensile force of the anchor bolts of the equipment foundation. Step S134: Verify that the average compressive stress on the bottom surface of the composite foundation is not greater than the corrected characteristic value of the foundation bearing capacity after depth and width correction, and verify that the maximum edge compressive stress of the composite foundation under the combined load eccentric action is not greater than 1.2 times the corrected characteristic value of the foundation bearing capacity. Step S135: Verify the overturning safety factor of the composite foundation under the combined load. The safety factor is the ratio of the resisting overturning moment to the overturning moment, and is required to be not less than 1.5. If the verification does not meet the requirements, increase the planar dimensions of the composite foundation or increase the burial depth.

[0052] It should be noted that this embodiment is a further refinement of step S13, clarifying the detailed calculation rules for load values, combinations, and verification. In this case, "maximum vertical load" specifically refers to the combination of the tower crane's self-weight and maximum lifting capacity in its non-working state, not its unloaded state in the non-working state. "Maximum edge compressive stress of the foundation" refers to the edge pressure on the side of the foundation bottom surface subjected to greater pressure under eccentric load, which must meet the requirement of not exceeding 1.2 times the characteristic value of the bearing capacity.

[0053] Specifically, this verification process ensures the structural safety of the combined foundation under various extreme conditions. By rigorously distinguishing and combining two distinct loads (the tower crane's instantaneous extreme overturning load and the equipment's long-term stable load or localized concentrated tension), this method can accurately capture complex hazardous conditions that would not occur in independent designs. For example, when a tower crane encounters a storm and generates a huge overturning moment, the edge compressive stress on one side of the combined foundation will increase sharply; while if the equipment is operating normally at this time, its dead load can just increase the moment resisting overturning, thus the favorable aspect is considered, while the unfavorable aspects such as the potential vibration tension are also combined. This comprehensive analysis makes the allocation of safety redundancy in the foundation design more scientific, ensuring safety while avoiding overly conservative design caused by ignoring load synergy effects.

[0054] More specifically, the calculation process in this embodiment is as follows: In steps S131 and S132, the loads must be obtained from authoritative original technical documents; arbitrary estimations are strictly prohibited. The maximum overturning moment and horizontal shear force of the tower crane can usually be obtained from the "Foundation Load" section of the "Tower Crane Foundation Design Software Calculation Sheet" or instruction manual. The maximum tensile force of the equipment's anchor bolts usually refers to the maximum upward pull-out force generated during equipment operation due to overturning or pulsation; this value is an important basis for verifying the local punching shear resistance and reinforcement of the foundation.

[0055] In step S133, load combinations are performed. The setting of combined load cases is the core of this invention. Load Case 1: Tower crane overturning moment of 1.2 or 1.0 (permanent / variable control) + equipment vertical permanent load of 1.0 (favorable for stability, smaller partial factor is used). This load case verifies eccentricity and edge pressure. Load Case 2: Tower crane maximum vertical load of 1.2 or 1.0 + equipment anchor bolt maximum tensile force of 1.0 or 1.4 (variable control). This load case verifies the reinforcement and anchorage of the tension zone on the top surface of the foundation.

[0056] In step S134, the bearing capacity of the foundation is checked. Using the standard formula, the characteristic value of the bearing capacity fak is corrected by substituting the foundation depth d and width b, yielding fa. When checking the maximum edge pressure under eccentric load, the total vertical force N and total moment M must first be calculated based on the combined load, resulting in eccentricity e = M / N. If e is greater than b / 6 (foundation width), tensile stress will occur in the foundation, and the maximum edge pressure needs to be recalculated according to the relevant formulas in the standard. This value must not exceed 1.2fa.

[0057] In step S135, an overturning resistance calculation is performed. This calculation does not consider non-permanent resistance forces such as lateral earth pressure. The overturning moment is mainly composed of (foundation self-weight + backfill soil weight + equipment self-weight) and its lever arm to the overturning edge. All coefficients are set to 1.0. If the ratio is less than 1.5, first consider increasing the foundation cantilever width to increase the resistance lever arm, and secondly consider increasing the burial depth to utilize the soil weight. This is usually the most economical optimization path. Iterate repeatedly until the requirements are met.

[0058] In an embodiment of the present invention, the reinforcement transition area is defined as a 500mm range on each side of the boundary line between the tower crane support area and the equipment foundation area. A 45° inclined structural steel bar is arranged every 200mm along the boundary line. The diameter of the inclined steel bar is not less than 16mm, and both ends are anchored into the tower crane support area and the equipment foundation area at a ratio not less than 35 times the steel bar diameter, respectively. Step S221: At the boundary line between the tower crane support area and the equipment foundation area, a 45° inclined structural steel bar is arranged every 200mm on the surface of the bottom steel mesh in a direction perpendicular to the boundary line. The upper end of the inclined steel bar extends into the bottom steel mesh of the tower crane support area and the lower end extends into the bottom steel mesh of the equipment foundation area. Step S222: The inclined structural steel bars and the horizontal steel mesh are connected by binding, with no less than 3 binding points, and the angle between the inclined steel bars and the horizontal steel bars is controlled within the range of 40°~50°. Step S223: Vertical tie bars are provided between the upper and lower steel meshes in the transition area. The tie bars have a diameter of not less than 12mm, a spacing of not more than 300mm, and are arranged in a quincunx pattern. In step S224, the concrete for the transition area is of the same strength grade as that for the tower crane support area. The pouring direction is from the tower crane support area toward the equipment foundation area to ensure that the transition area and the two sides are vibrated and compacted synchronously.

[0059] It should be noted that this embodiment further clarifies the construction details of the diagonal structural reinforcement and related structures in step S22. "Vertical tie bars" refer to the tie bars that hook onto the upper and lower layers of steel mesh. Their function is to resist the separation tendency of the upper and lower meshes and enhance the shear resistance of the plate-like member in the thickness direction. This is an essential structural measure, especially in complex stress areas such as transition zones. "Plum blossom arrangement" refers to the staggered arrangement of the tie bars in the plane, forming a plum blossom petal shape with four adjacent tie bars, which can more evenly distribute the restraint force.

[0060] Specifically, the construction details in this step ensure that the theoretically "smooth transition" can be achieved in the actual structure. The correct anchoring direction and angle of the diagonal reinforcement are prerequisites for its effectiveness; if the angle is incorrect, the force transmission path will change, or even have a counterproductive effect. The vertical tie reinforcement is designed to prevent the separation of the upper and lower layers of reinforcement mesh from the concrete core in the transition zone under the enormous vertical cyclic load generated by the tower crane, which could lead to layered failure. The mandatory requirement to use the same high-grade concrete in the transition zone as in the tower crane area avoids weak interlayers caused by abrupt changes in concrete strength and ensures the uniformity of performance in the stress transition zone from both material and structural perspectives, making the stress-deformation curve of the entire combined foundation tend to be continuous and smooth.

[0061] More specifically, on-site construction personnel should operate according to the following key points: In step S221, when placing the first inclined steel bar, it is essential to ensure that its inclination direction is accurate: its upper end should "pull" against the lower layer of steel mesh in the tower crane support area, and its lower end should "pull" against the lower layer of steel mesh in the equipment foundation area. This ensures that the inclined steel bar can withstand tensile force when there is a tendency for misalignment between the two areas. A simple 45° right-angled triangle can be used to check the angle against the dividing line.

[0062] In step S222, binding is the only way to connect the diagonal reinforcing bars to the main mesh; spot welding is strictly prohibited to avoid damaging the reinforcing bars. The binding wire should be of a specification that matches the strength of the reinforcing bars, and each intersection must be tightened. The end of the binding should be bent into the reinforcing cage.

[0063] In step S223, the vertical tie bars should be inserted from the top and hooked onto the bottommost bar of the lower layer and the topmost bar of the upper layer after the upper and lower layers of steel mesh are in place, and then tied. During construction, due to operational inconvenience, these bars are often overlooked or spaced too far apart, and should be a key focus of the acceptance inspection of concealed works.

[0064] In step S224, the arrangement of concrete placement points and vibration points during concrete pouring requires specific planning. The vibrator should be inserted quickly and withdrawn slowly, with insertion points arranged in rows and columns, and the spacing approximately 1.5 times the radius of action. In areas with dense diagonal reinforcement, a thin-shaft vibrator with a diameter of 30mm or less should be used, and vibration should be intensified to ensure that the concrete completely encapsulates the dense reinforcement bundles, while avoiding contact with the reinforcement that could cause it to shift.

[0065] In an embodiment of the present invention, the step of verifying the relative distance between the center of the tower crane embedded support section and the center of the nearest anchor bolt using a steel tape measure or a total station, wherein the deviation is no greater than ±5mm, and after verification, welding and fixing the template, the embedded support section, and the anchor bolt to the bottom steel mesh using short steel bars includes: Step S351: After the joint positioning template is installed in place, the plane coordinates of the center point of the tower crane pre-embedded support section are measured using the total station, and the deviation from the design coordinates is no greater than ±3mm. Step S352: Use a level to measure the elevation of the top surface of each of the pre-embedded support sections. The elevation difference between the top surfaces of adjacent support sections shall not exceed 2mm, and the elevation deviation of the top surfaces of all support sections shall not exceed ±3mm. Step S353: Use a steel tape measure to measure the plane distance between the center of the tower crane's embedded support section and the center of the nearest anchor bolt of the equipment, and the deviation from the design distance shall not be greater than ±5mm; Step S354: Use a plumb bob or theodolite to determine the verticality of the anchor bolts of the equipment. The deviation between the bolt axis and the plumb line shall not be greater than 1 / 100. Step S355: After verifying that all are qualified, the joint positioning template and the bottom steel mesh are welded and fixed using short steel bars with a diameter of not less than 12mm. The welding length is not less than 100mm. The embedded support section and the anchor bolts are spot welded and fixed to the short steel bars to prevent displacement during concrete pouring.

[0066] It should be noted that in this embodiment, the verification and fixing work in step S35 is broken down into quantifiable measurement actions. A plumb bob is a traditional and reliable tool for measuring verticality, using a gravity-suspended steel wire to compare the verticality of the object being measured. In this step, accuracy indicators are strictly quantified, such as the horizontal deviation of the support section and the relative distance deviation. These are key control values ​​to ensure that subsequent installation does not interfere with each other.

[0067] Specifically, this meticulous measurement and fixing process constitutes a "double insurance" for the installation quality of embedded parts. The first layer of insurance is the joint positioning template, which ensures the relative positional relationship of all embedded parts. The second layer of insurance is the systematic verification described in this step. Even if the template positioning is correct, individual embedded support sections may still experience slight displacement due to operational errors during insertion and temporary fixing. By measuring the absolute coordinates and elevation of each support section, as well as its relative distance to the anchor bolts, individual deviations can be detected and corrected in a timely manner. The final comprehensive welding and fixing "solidifies" the precisely verified spatial positional relationship, giving it the ability to withstand the strong impact of subsequent concrete construction. This progressive quality control process, from positioning, individual fine-tuning, relative relationship verification to final solidification, ensures the installation accuracy of the final formed foundation.

[0068] More specifically, during on-site implementation, the accuracy and standardization of measurements are crucial: In steps S351 and S352, when the total station determines the center of a single support section, the support section is usually circular or square. For a circular section, the center can be determined by measuring three points on the outer circumference; for a square section, the center can be determined by measuring the intersection of the diagonals at the four corner points. When measuring elevation with a level, a leveling rod or steel tape should be placed directly on the machined top surface of the support section, and at least two corner points should be measured for each section to initially assess its levelness.

[0069] In step S353, relative distance measurement is performed. This step strictly prohibits calculation based solely on drawings; it must be measured on-site using a measuring tape. The zero point of the steel measuring tape should be aligned with the marked line or punch on the center of the support section, and the other end should be aligned with the center of the anchor bolt. The measurement should be read in millimeters and compared with the theoretical value of the relative distance on the construction drawings. This work is the most direct and effective means of preventing interference between the tower crane and the equipment.

[0070] In step S354, the verticality of the anchor bolts is measured. The magnet of the plumb bob is attached to the top of the bolt. The plumb bob is stabilized when its tip is close to the pad. A steel ruler is used to measure the distance from the top and bottom points of the bolt to the vertical line in two orthogonal axial directions. The difference is divided by the height to obtain the verticality deviation.

[0071] In step S355, final fixing is performed. Welding can only begin after all indicators have been confirmed as qualified and measurement records have been created. The welding sequence should first be the short reinforcing bars that connect the formwork to the bottom reinforcing mesh to fix the formwork system. Then, each embedded support section and anchor bolt should be "spot welded" to the formwork or nearby reinforcing bars using short reinforcing bars. Note the word "spot weld," which means it is only for temporary positioning and must not burn the base material of the embedded parts. In particular, the threaded section of the high-strength anchor bolts must be covered and protected with a damp cloth to prevent weld spatter from splashing.

[0072] In an embodiment of the present invention, the steps of implementing concrete pouring and curing, carrying out concrete construction according to the pouring sequence determined by the vertical partition interface, and performing large-volume concrete temperature control and moisture retention curing on the combined foundation include: Step S41: Divide the joint foundation into the tower crane support area and the equipment foundation area according to the vertical partition interface. Set the vertical construction joint between the two areas. Embed a steel plate waterstop at the construction joint. The steel plate waterstop has a width of not less than 300mm, a thickness of not less than 3mm, and is embedded in the concrete to a depth of not less than 150mm. Step S42: Prioritize pouring concrete in the tower crane support area. The pouring thickness should be completed in one pour according to the design thickness. Use an immersion vibrator to compact the concrete. The spacing between vibration points should not exceed 500mm, and the vibration time should not be less than 30 seconds. Step S43: After the concrete in the tower crane support area has initially set but before it has fully set, remove the laitance at the construction joint and lay a cement mortar bonding layer with the same mix ratio, with a thickness of 20-30mm, and then pour the concrete in the equipment foundation area. Step S44, or adopt the overall continuous casting method, advance from one end of the tower crane support area to the other end of the equipment foundation area, adopt the inclined layer casting, the layer thickness is not greater than 500mm, and the casting advance speed is controlled to be not greater than 10m per hour; Step S45: The concrete pouring temperature is controlled at 5℃~30℃. Low heat of hydration cement or 15%~25% fly ash is added to replace cement to reduce heat of hydration. Step S46: A temperature measuring element is embedded inside the concrete to monitor the core temperature and surface temperature of the concrete. The core temperature is not greater than 70°C, the core-to-surface temperature difference is not greater than 25°C, and the cooling rate is not greater than 2°C / day. When the temperature difference exceeds the limit, the concrete is covered with insulation material or water is sprayed to cool it down.

[0073] It should be noted that this embodiment is a detailed construction and temperature control plan for step S40. "Mass-volume concrete" generally refers to large-volume concrete structures with a minimum dimension of not less than 1m, or concrete that is expected to crack due to excessive temperature differences between the inside and outside of the concrete caused by the heat of cement hydration. The combined foundation, which integrates the tower crane and equipment foundations, easily meets this standard. "Initial setting" refers to the time when concrete begins to lose its plasticity from a fluid state, and "final setting" is the time when it completely loses its plasticity and begins to possess a certain strength. The treatment of construction joints must be carried out within this time window.

[0074] Specifically, this embodiment provides a flexible yet rigid pouring strategy. Option 1 (zonal pouring) adopts a "divide and conquer" approach, dividing a large concrete volume into two smaller parts by setting construction joints. This significantly reduces the stringent requirements for temperature control and is suitable for conditions with limited concrete supply or high ambient temperatures. Option 2 (continuous pouring) adopts a "one-shot" approach, avoiding cold joints through strict sloping layering and controlled pouring speed. This is suitable for situations with extensive experience in large-volume concrete construction and sufficient supply and vibration capabilities. Both options are complemented by a clear temperature control index system for large-volume concrete. These quantitative indicators transform invisible temperature stress into monitorable and manageable physical signals, serving as the core technical means to prevent temperature cracking.

[0075] More specifically, regardless of the casting method chosen, temperature control remains a central theme throughout the entire process: In steps S41 and S42, if sectional casting is used, the steel plate waterstop must be installed and firmly fixed during the formwork erection of the first area to be cast. When casting the tower crane support area, due to the dense reinforcement, it is necessary to start from one side and pour the material in layers. Vibration is crucial; it must be done by "quick insertion and slow withdrawal," with even insertion points, and vibration continues until the concrete surface shows a layer of slurry, no longer sinks, and no air bubbles overflow.

[0076] In step S43, the timing of construction joint treatment is crucial. It must be done "after the initial setting and before the final setting" of the first poured concrete. Too early, the concrete is still plastic and will be disturbed; too late, the strength has increased, the laitance is difficult to remove, and the bonding surface is poor. The criteria for judgment are: pressing a finger on the concrete surface leaves a slight indentation but does not cause it to sink in, or a clump of wet concrete mortar squeezed by hand falls freely and disperses. After removing the surface laitance and laitance, immediately lay a 20-30mm thick cement mortar bonding layer with the same mortar composition as the concrete, and pour new concrete immediately after laying the bonding layer.

[0077] In step S44, if continuous pouring is used, the slope of the sloping layer should be controlled at approximately 1:3 to 1:5 to ensure that the lower layer of concrete has not yet set when the upper layer is poured. The concrete pump outlet should always be aligned with the top of the slope to allow the concrete to flow naturally and form the sloping surface. During vibration, vibration points should be arranged at the toe, middle, and top of the slope.

[0078] In steps S45 and S46, temperature control measures must be designed in advance. Temperature measuring wires or tubes should be pre-embedded at different depths within the concrete (e.g., 50cm above the bottom, center, and 5cm below the surface). Automatic or manual temperature monitoring should begin immediately after pouring, with measurements taken every 2 hours during the heating phase and every 4 hours during the cooling phase. When the core-to-surface temperature difference approaches 25°C, an emergency plan should be immediately activated: for the surface, cover it with plastic sheeting, straw bags, rock wool blankets, etc., to reduce heat loss; for the interior, if the temperature approaches 70°C, circulating water can be introduced into the pre-embedded cooling water pipes to remove internal heat. The cooling rate must be strictly controlled to no more than 2°C per day. Slow cooling allows the concrete creep to fully release temperature stress, which is the final key to preventing cracking.

[0079] In an embodiment of the present invention, the steps of performing concrete strength testing and embedded part position verification, and then installing the tower crane after the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy requirements, include: Step S51: The compressive strength of the concrete in the support area of ​​the tower crane is tested by rebound method or core drilling method. When the compressive strength of the concrete cube reaches more than 75% of the design strength grade and is not lower than C35, it is determined that the early strength requirements of the tower crane installation are met. Step S52: Use a theodolite and a level to re-measure the plane position, top surface elevation and top surface levelness of the pre-embedded support section of the tower crane. The deviation of the plane position is no greater than ±5mm, the deviation of the top surface elevation is no greater than ±3mm, and the deviation of the top surface levelness is no greater than 1 / 1000. Step S53: Use a steel ruler and plumb bob to re-measure the exposed length, planar position and verticality of the equipment's anchor bolts. The deviation of the exposed length is no greater than ±5mm, the deviation of the planar position is no greater than ±3mm, and the deviation of the verticality is no greater than 1 / 100. Step S54: Clean the debris and laitance from the top surface of the pre-embedded support section of the tower crane, and apply grease or anti-rust oil to the contact area between the top surface of the support section and the bottom surface of the tower crane legs. Step S55: According to the tower crane installation special construction plan, connect the tower crane legs to the pre-embedded support section in sequence using high-strength bolts. The tightening torque shall be performed according to the manufacturer's technical parameters. After the installation is completed, the tower crane is debugged, tested for load and accepted.

[0080] It should be noted that this embodiment refines step S50 into the final quality acceptance and installation actions before installation. The "rebound method" uses a rebound hammer to strike the concrete surface and estimates the strength based on the rebound value and carbonation depth; it is a non-destructive surface testing method. The "core drilling method" involves drilling a cylindrical core sample from the structural entity for a compressive strength test, which is a more direct and accurate method. Combining the two methods allows for a comprehensive and reliable evaluation of concrete strength.

[0081] Specifically, this step constitutes an insurmountable "approval threshold" before tower crane installation. The logic is that only when the scientifically tested and verified material strength (internal quality) and the actually measured spatial orientation of the embedded parts (external accuracy) simultaneously meet the design and specification requirements can the installation of this major hazard source, the tower crane, be permitted. This process transforms safety risk management from "based on experience" and "approximately" to "based on data" and "fully qualified." In particular, the dual requirement of "75% of design strength and not lower than C35"—the former being a general requirement of structural mechanics, and the latter a minimum material strength requirement set for the high-stress characteristics of tower cranes—works together to ensure the structural safety of the foundation during installation and initial use. Precise re-measurement of the embedded parts provides a physical guarantee for the tower's verticality and the feasibility of equipment installation.

[0082] More specifically, this step needs to be implemented rigorously and systematically: In step S51, strength testing typically uses the rebound method, with several test areas arranged on the surface of the tower crane support area. If the rebound results are inconsistent or lower than expected, core samples can be immediately taken from representative locations. The holes formed after core drilling must be sealed with high-strength grout after testing. Only after a strength report is issued and deemed satisfactory can the next step be carried out.

[0083] In steps S52 and S53, the re-measurement of the embedded parts is the final opportunity for verification. By this time, the concrete has hardened. If a slight deviation in position is found, it can still be remedied by slightly enlarging the holes in the tower crane legs or equipment base plate. If the deviation is too large, a special meeting must be held to develop a specific solution, such as adding transition steel pads and grinding them smooth, or changing the connection method of the equipment anchor bolts. Unauthorized cutting or forced correction is strictly prohibited.

[0084] In step S54, the cleaning work, though seemingly simple, is actually of great importance. The laitance on the top surface of the support section must be thoroughly removed with a wire brush and flat chisel until the metallic luster and machining marks are exposed. Applying grease or rust-preventive oil not only prevents rust but, more importantly, ensures that the high-strength bolts can be easily unscrewed during dismantling after the tower crane has been in use for many years, avoiding bolt breakage due to corrosion, which would increase the difficulty and danger of dismantling.

[0085] In step S55, the tower crane installation must be strictly carried out in accordance with the approved specific construction plan. High-strength bolts must be tightened using a calibrated torque wrench, completed in two stages: initial tightening and final tightening. The final tightening torque value must meet the manufacturer's requirements. After all installation is completed, a full-machine commissioning and load test must be performed, including a rated load test and overload tests at 110% dynamic load and 125% static load. An acceptance record must be generated before the tower crane can be officially handed over for use.

[0086] In an embodiment of the present invention, after the steps of performing concrete strength testing and embedded part position verification, and after the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy, the tower crane installation is further performed, including: Step S60: After the tower crane is used and dismantled, the part of the tower crane's embedded support section exposed above the concrete surface is cut off by gas cutting or mechanical cutting. The cut surface is not less than 50mm below the concrete surface. Step S70: Use a high-pressure water gun or pneumatic hammer to roughen the inner wall of the cut hole to a depth of not less than 5mm, exposing fresh concrete aggregate, and use compressed air to blow away debris and dust from the hole. Step S80: Apply cement-based interface agent or epoxy interface agent to the inner wall of the hole. The interface agent coating thickness is 0.3-0.5mm. After the interface agent is surface dry, inject high-strength non-shrink grout or micro-expansion fine stone concrete into the hole. The strength grade of the grout is not lower than the strength grade of the original foundation concrete. Step S90: After the grout is injected, it is compacted with a vibrator, the surface is smoothed, and it is covered with plastic film for moisturizing and curing for no less than 7 days. After the curing period, the tower crane support area and the equipment foundation area form a complete and continuous composite foundation surface. Step S100: Apply a waterproof coating or penetrating crystalline waterproofing agent to the entire surface of the repaired composite foundation. The coating thickness shall not be less than 1.5 mm, so that the composite foundation is completely converted into an equipment foundation for use.

[0087] It should be noted that this embodiment is an extension process following step S50, constituting the final closed loop of the method of this invention and realizing the basic "permanent-temporary combination" functional conversion. "Non-shrink grouting material" refers to a cement-based grouting material with characteristics such as high fluidity, micro-expansion, and early-strength high strength, ensuring a tight bond between new and old concrete, preventing delamination and cracking. "Penetrating crystalline waterproofing agent" is an active chemical substance that can penetrate into the concrete and react with free calcium ions to form water-insoluble crystals, blocking capillaries and enhancing the concrete's self-waterproofing ability.

[0088] Specifically, this step completely changes the traditional fate of tower crane foundations—"one-time use, dismantled and transported"—giving them a new life cycle: permanent service as part of the formal equipment foundation. This is not only a reduction in construction procedures but also a deep utilization of building materials and structural resources. The cutting and grouting repair process precisely removes obstacles (exposed steel support sections) that affect equipment installation and daily operation. Through a series of interface treatments, material selection, and curing measures, the holes are repaired into a solid entity with strength, density, and waterproofing performance equal to or even better than the surrounding concrete. Finally, by applying a waterproof layer to the entire surface, the top surface of the combined foundation is unified into a complete, waterproof equipment foundation surface, achieving a perfect and smooth transition of function.

[0089] More specifically, this conversion process requires precision, and the operating steps are as follows: In step S60, after dismantling the tower crane, foundation treatment should be organized promptly. Before cutting, lines should be laid out on the concrete surface, marking a cutting control line at least 50mm below the concrete surface. The exposed portions of the steel support section should be removed one by one using a flame cutter or a mechanical circular saw. Care should be taken to protect the surrounding concrete from being burned or cracked by vibration during cutting.

[0090] In step S70, roughening the inner wall of the hole is crucial to ensuring the bond strength between the old and new concrete. A high-pressure water gun (pressure up to 50-100 MPa) is preferred because it removes the thin surface concrete without creating micro-cracks deep within, unlike a pneumatic drill, and effectively cleans the hole. The coarse aggregate should be clearly visible on the treated inner wall of the hole. Finally, oil-free compressed air must be used to thoroughly blow away any water and debris from the bottom of the hole; if necessary, wipe with cotton yarn to ensure no loose particles or dust remain.

[0091] In step S80, before grouting, the dry concrete inner wall should be thoroughly moistened, but there should be no standing water at the bottom of the hole. Then, immediately and evenly apply a layer of interface agent; the optimal time for pouring is when the surface is no longer sticky to the touch. The high-strength, non-shrink grout should be mixed strictly according to the water-cement ratio specified in the product instructions, using a forced mixer. During grouting, continuously inject from one side, utilizing its high fluidity to allow it to flow naturally and fill the gaps, avoiding air entrapment.

[0092] In step S90, immediately after grouting, the surface should be tamped with a thin vibratory rod or tamping rod to remove air bubbles and aid flow. After tamping, the surface will slightly subside; replenish the grout and smooth it out promptly. Subsequent moisturizing is crucial; immediately cover with a plastic film and keep moist for at least 7 days to prevent shrinkage cracks due to water loss after the micro-expansion effect ends.

[0093] In step S100, the waterproof coating application should be carried out after the curing period of the repaired area has ended and the surface is completely dry. Before application, the top surface of the foundation must be thoroughly cleaned and partially leveled. The waterproof coating should be applied in multiple coats to ensure a total thickness of not less than 1.5 mm. The coating should extend a certain width into the original surface of the equipment foundation area, allowing the old and new waterproof layers to overlap and form a closed, continuous, integrated waterproof system. At this point, the combined foundation has been completely transformed into a standard, permanent equipment foundation in both physical form and function.

[0094] This application integrates the independent tower crane foundation and the formal equipment foundation into the same reinforced concrete pier structure. Through detailed design and load coordination analysis, it achieves zonal structural coordination through reinforcement transition structures, ensures precise positioning of embedded parts through joint positioning templates, guarantees construction quality through zoned pouring sequence and temperature control of large-volume concrete, ensures tower crane installation safety through strength testing and position verification, and achieves complete foundation conversion through post-tower dismantling and sealing. This forms a closed-loop construction system covering the entire process from design refinement, reinforcement construction, embedded installation, concrete pouring, testing and installation, to tower dismantling and repair. This method combines the tower crane foundation and the equipment foundation into one, eliminating the repetitive processes of separate piling, pouring, and subsequent demolition of the tower crane foundation. It significantly shortens the construction period, reduces costs, and minimizes construction waste. It effectively solves the technical problems of repetitive processes, extended construction periods, increased costs, and poor environmental performance caused by the separate construction of tower crane and equipment foundations in traditional construction. It has outstanding advantages such as simplified processes, high resource utilization, and significant economic and social benefits.

[0095] The above description is merely an exemplary embodiment of the present invention and does not limit the scope of protection of the present invention. Any equivalent structural transformations made based on the technical concept of the present invention and the contents of the specification and drawings of the present invention, or direct / indirect applications in other related technical fields, are included within the scope of protection of the present invention.

Claims

1. A construction method for an integrated composite foundation structure for tower cranes and equipment, characterized in that, The construction method for the integrated composite foundation structure of tower cranes and equipment includes: Integrated foundation structure detailed design is carried out to obtain tower crane design parameters and equipment foundation design parameters. The synergistic effect analysis of tower crane working load and equipment foundation permanent load is conducted to determine the composite foundation plan outline, vertical partition interface and load distribution scheme, and form a joint foundation structure diagram in which the tower crane support area and equipment foundation area share the same reinforced concrete foundation. According to the detailed design drawings, the steel reinforcement project is carried out. A reinforcement transition structure is set between the tower crane support area and the equipment foundation area. The tower crane support area is reinforced with strong reinforcement, and the equipment foundation area is reinforced according to the conventional equipment load. The transition area is equipped with diagonal structural steel bars and progressively variable cross-section stirrups, which are tied together to form a combined steel reinforcement skeleton. Install the tower crane's embedded support system and equipment anchor bolts, and jointly position and install the tower crane's outrigger embedded parts or embedded support sections and the equipment anchor bolts on the same concrete foundation, using a joint positioning template for relative position verification; Concrete pouring and curing are carried out according to the pouring sequence determined by the vertical partition interface. The joint foundation is subjected to large-volume concrete temperature control and moisture retention curing. Concrete strength testing and embedded part position verification are carried out. Once the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy, the tower crane installation is carried out.

2. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, The steps involved in conducting integrated foundation structure detailing, obtaining tower crane design parameters and equipment foundation design parameters, performing synergistic analysis based on the tower crane working load and equipment foundation permanent load, determining the composite foundation's planar outline, vertical zoning interface, and load distribution scheme, and forming a joint foundation structure diagram where the tower crane support area and equipment foundation area share the same reinforced concrete foundation platform include: Extract the design parameters of the independent foundation of the tower crane, including the maximum overturning moment, vertical load, horizontal load and geometric dimensions of the embedded parts; Extract the basic design parameters of the equipment, including the equipment's self-weight, dynamic load impact coefficient, anchor bolt position coordinates, and foundation embedment depth; A load superposition analysis was performed, combining the overturning moment and vertical load borne by the independent foundation of the tower crane in non-working state with the vertical permanent load and dynamic impact of the equipment foundation in normal operating state under the most unfavorable working conditions. The average compressive stress on the bottom surface of the composite foundation was verified to be no greater than the corrected characteristic value of the foundation bearing capacity, and the overturning safety factor of the composite foundation under the combined load was no less than 1.

5. The planar boundary line between the tower crane support area and the equipment foundation area is determined based on the load calculation results. The boundary line is set at a distance of not less than 500mm outward from the edge of the tower crane support area, and a vertical construction joint is set at the boundary line. Draw the construction drawings of the combined foundation structure, and mark the differences in reinforcement, concrete strength grade, and joint positioning dimensions of the embedded parts in the tower crane support area, the equipment foundation area, and the transition area.

3. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, The steps of carrying out the reinforcement engineering according to the detailed design drawings, setting up a reinforcement transition structure between the tower crane support area and the equipment foundation area, using reinforced reinforcement in the tower crane support area, conventional reinforcement in the equipment foundation area according to the equipment load, and configuring diagonal structural reinforcement and progressively variable cross-section stirrups in the transition area, and binding the whole to form a combined reinforcement skeleton include: The bottom layer of the tower crane support area adopts double-layer bidirectional reinforcement, with longitudinal reinforcement diameter not less than 20mm, transverse reinforcement diameter not less than 18mm, and spacing not greater than 150mm. A reinforcement densification zone is set in the projection area directly below each leg of the tower crane, with reinforcement spacing not greater than 100mm. The reinforcement transition area is defined as a 500mm range on both sides of the boundary line between the tower crane support area and the equipment foundation area. A 45° inclined structural steel bar is arranged every 200mm along the boundary line. The diameter of the inclined steel bar is not less than 16mm, and both ends are anchored into the tower crane support area and the equipment foundation area respectively, with a steel bar diameter of not less than 35 times the steel bar diameter. The diameter of the stirrups in the transition area is not less than 10mm, and the spacing of the stirrups gradually transitions from 100mm to 200mm along the direction from the tower crane support area to the equipment foundation area, forming a gradient reinforcement. The equipment foundation area is constructed with conventional reinforcement according to the equipment foundation design drawings. The bottom steel mesh adopts single-layer or double-layer bidirectional reinforcement. The diameter and spacing of the steel bars are determined according to the equipment load. The tower crane support area and the equipment foundation area are connected by U-shaped reinforcing bars at the vertical construction joint. The diameter of the U-shaped reinforcing bars is not less than 16mm, and the length of the U-shaped reinforcing bars extending into the tower crane support area and the equipment foundation area is not less than the anchorage length of the reinforcing bars. The reinforcing bars on both sides of the construction joint are tied together to form a continuous joint reinforcing bar skeleton.

4. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, The steps for installing the tower crane's embedded support system and the equipment's anchor bolts, including jointly positioning and installing the tower crane's outrigger embedded parts or embedded support sections and the equipment's anchor bolts on the same concrete foundation, and using a joint positioning template for relative position verification, include: Fabricate a steel joint positioning template, and simultaneously open positioning holes for the tower crane embedded support section and the equipment anchor bolts on the template according to the design coordinates. The diameter of the positioning holes is 2-5mm larger than the outer diameter of the embedded parts. The joint positioning template is laid on the foundation pad. The plane coordinates and elevation of the four corners of the template are measured using a total station or theodolite. The plane coordinate deviation is no greater than ±3mm, the elevation deviation is no greater than ±3mm, and the height difference between adjacent corner points is no greater than 2mm. The tower crane pre-embedded support section is inserted into the positioning hole from top to bottom. A 50-80mm concrete protective layer is reserved between the bottom surface of the support section and the top surface of the pad layer. The levelness of the top surface of the support section is adjusted by adjusting the adjusting bolts or shims at the bottom of the support section. The levelness deviation is not greater than 1 / 1000. Insert the anchor bolts of the equipment into the positioning holes and temporarily fix them above the template with double nuts. The bottom of the bolts is not less than 100mm from the top surface of the pad layer, and the verticality deviation of the bolts is not greater than 1 / 100. The relative distance between the center of the tower crane's embedded support section and the center of the nearest anchor bolt of the equipment is verified using a steel tape measure or a total station. The deviation is no greater than ±5mm. After verification, short steel bars are used to weld and fix the template, the embedded support section, and the anchor bolt to the bottom steel mesh.

5. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 2, characterized in that, The steps of performing load superposition analysis, which combines the overturning moment and vertical load borne by the independent foundation under non-working conditions of the tower crane with the vertical permanent load and dynamic impact of the equipment foundation under normal operating conditions, according to the most unfavorable working conditions, and verifying that the average compressive stress at the bottom of the composite foundation is not greater than the corrected characteristic value of the foundation bearing capacity, and that the overturning safety factor of the composite foundation under the combined load is not less than 1.5, include: Based on the technical parameters provided by the tower crane manufacturer, determine the maximum vertical load, maximum overturning moment, and horizontal shear force that the independent foundation of the tower crane can withstand in a non-working state. The overturning moment is determined according to the technical documents of the independent foundation of the tower crane, and the vertical load is determined according to the combination of the self-weight of the tower crane and the maximum lifting capacity. Based on the technical parameters provided by the equipment manufacturer, determine the vertical permanent load, dynamic load impact coefficient, and maximum tensile force of the anchor bolts of the equipment foundation under normal operating conditions. The dynamic load impact coefficient is taken as 1.1 to 1.3, and the anchor bolt tensile force is determined according to the technical documents of the equipment foundation. The tower crane load and the equipment foundation load are superimposed in the most unfavorable combination. The combined working conditions include: the combination of the maximum overturning moment of the tower crane and the vertical permanent load of the equipment foundation, and the combination of the maximum vertical load of the tower crane and the maximum tensile force of the anchor bolts of the equipment foundation. The average compressive stress at the bottom surface of the composite foundation is verified to be no greater than the corrected characteristic value of the foundation bearing capacity after depth and width correction. The maximum edge compressive stress at the base of the composite foundation under the eccentric action of combined load is verified to be no greater than 1.2 times the corrected characteristic value of the foundation bearing capacity. Verify the overturning safety factor of the composite foundation under the combined load. The safety factor is the ratio of the resisting overturning moment to the overturning moment, and it is required to be not less than 1.

5. If the verification does not meet the requirements, increase the planar dimensions of the composite foundation or increase the burial depth.

6. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 3, characterized in that, The step of defining a reinforcement transition zone within 500mm on each side of the boundary line between the tower crane support area and the equipment foundation area, and arranging a 45° inclined structural steel bar every 200mm along the boundary line, with the inclined steel bar having a diameter of not less than 16mm, and anchoring both ends into the tower crane support area and the equipment foundation area respectively for not less than 35 times the diameter of the steel bar, includes: At the boundary line between the tower crane support area and the equipment foundation area, a 45° inclined structural steel bar is arranged every 200mm on the surface of the bottom steel mesh in a direction perpendicular to the boundary line. The upper end of the inclined steel bar extends into the bottom steel mesh of the tower crane support area and the lower end extends into the bottom steel mesh of the equipment foundation area. The inclined structural steel bars and the horizontal steel mesh are connected by binding, with no less than 3 binding points, and the angle between the inclined steel bars and the horizontal steel bars is controlled within the range of 40°~50°. Vertical tie bars are provided between the upper and lower layers of steel mesh in the transition area. The tie bars have a diameter of not less than 12mm, a spacing of not more than 300mm, and are arranged in a quincunx pattern. When pouring concrete in the transition area, the same strength grade of concrete as that used in the tower crane support area is used, and the pouring direction is from the tower crane support area toward the equipment foundation area to ensure that the transition area and the two sides are vibrated and compacted simultaneously.

7. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 4, characterized in that, The steps of verifying the relative distance between the center of the tower crane's embedded support section and the center of the nearest equipment anchor bolt using a steel tape measure or total station, ensuring the deviation is no greater than ±5mm, and then welding and fixing the formwork, embedded support section, and anchor bolts to the bottom layer of steel mesh using short steel bars after verification, include: After the joint positioning template is installed in place, the plane coordinates of the center point of the tower crane pre-embedded support section are measured using the total station, and the deviation from the design coordinates is no greater than ±3mm; The elevation of the top surface of each of the pre-embedded support sections is measured using a level instrument. The elevation difference between the top surfaces of adjacent support sections is no greater than 2 mm, and the elevation deviation of the top surfaces of all support sections is no greater than ±3 mm. The plane distance between the center of the pre-embedded support section of the tower crane and the center of the nearest anchor bolt of the equipment is measured using a steel tape measure, and the deviation from the design distance is no greater than ±5mm. The verticality of the anchor bolts of the equipment is measured using a plumb bob or theodolite, and the deviation of the bolt axis from the plumb line is no greater than 1 / 100. After all the verifications are qualified, the joint positioning template and the bottom steel mesh are welded and fixed using short steel bars with a diameter of not less than 12mm. The welding length is not less than 100mm. The pre-embedded support section and the anchor bolts are spot welded and fixed to the short steel bars to prevent displacement during concrete pouring.

8. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, The steps for concrete pouring and curing, including concrete construction according to the pouring sequence determined by the vertical zoning interface, and large-volume concrete temperature control and moisture retention curing for the combined foundation, include: The combined foundation is divided into the tower crane support area and the equipment foundation area according to the vertical partition interface. The vertical construction joint is set between the two areas. A steel plate waterstop is embedded at the construction joint. The steel plate waterstop has a width of not less than 300mm, a thickness of not less than 3mm, and is embedded in the concrete to a depth of not less than 150mm. Prioritize pouring concrete in the tower crane support area, pouring the thickness according to the design thickness in one go, and use an immersion vibrator to compact it, with the vibration point spacing not exceeding 500mm and the vibration time not less than 30 seconds; After the concrete in the tower crane support area has initially set but before it has fully set, remove the laitance at the construction joint and lay a cement mortar bonding layer with the same mix ratio, 20-30mm thick, and then pour the concrete in the equipment foundation area. Alternatively, a continuous casting method can be adopted, advancing from one end of the tower crane support area to the other end of the equipment foundation area, using sloping layered casting with a layer thickness of no more than 500mm, and controlling the casting speed to no more than 10m per hour; The concrete pouring temperature is controlled between 5℃ and 30℃. Low heat of hydration cement or 15% to 25% fly ash is used to replace cement to reduce the heat of hydration. Temperature sensing elements are embedded inside the concrete to monitor the core temperature and surface temperature of the concrete. The core temperature is no greater than 70°C, the core-to-surface temperature difference is no greater than 25°C, and the cooling rate is no greater than 2°C / day. When the temperature difference exceeds the limit, the concrete is covered with insulation material or water is sprayed to cool it down.

9. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, The steps for conducting concrete strength testing and verifying the position of embedded parts, and then installing the tower crane after the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy requirements, include: The compressive strength of the concrete in the support area of ​​the tower crane is tested using the rebound method or the core drilling method. When the compressive strength of the concrete cube reaches more than 75% of the design strength grade and is not lower than C35, it is determined that the early strength requirements of the tower crane installation are met. The plane position, top surface elevation, and top surface levelness of the pre-embedded support section of the tower crane were re-measured using a theodolite and a level. The deviation of the plane position was no greater than ±5mm, the deviation of the top surface elevation was no greater than ±3mm, and the deviation of the top surface levelness was no greater than 1 / 1000. The exposed length, planar position, and verticality of the equipment's anchor bolts were re-measured using a steel ruler and a plumb bob. The deviation of the exposed length was no greater than ±5mm, the deviation of the planar position was no greater than ±3mm, and the deviation of the verticality was no greater than 1 / 100. Clean the debris and laitance from the top surface of the pre-embedded support section of the tower crane, and apply grease or anti-rust oil to the contact area between the top surface of the support section and the bottom surface of the tower crane legs. According to the tower crane installation special construction plan, the tower crane legs and the pre-embedded support sections are connected in sequence with high-strength bolts, and the tightening torque is executed according to the preset parameters. After the installation is completed, the tower crane is debugged, tested for load and accepted.

10. The construction method for the integrated composite foundation structure of tower cranes and equipment as described in claim 1, characterized in that, After the concrete strength testing and embedded part position verification are carried out, and the concrete in the tower crane support area reaches the early strength required for tower crane installation and the position deviation of the embedded parts meets the installation accuracy requirements, the tower crane installation process is further followed by: After the tower crane is used and dismantled, the part of the tower crane's embedded support section exposed above the concrete surface shall be cut off by gas cutting or mechanical cutting, and the cut surface shall be at least 50mm below the concrete surface. Use a high-pressure water gun or pneumatic hammer to roughen the inner wall of the cut hole to a depth of not less than 5mm, exposing fresh concrete aggregate, and use compressed air to blow away debris and dust from the hole. Apply a cement-based interface agent or an epoxy interface agent to the inner wall of the hole. The interface agent coating thickness is 0.3-0.5 mm. After the interface agent is surface dry, inject high-strength non-shrink grout or micro-expansion fine stone concrete into the hole. The strength grade of the grout is not lower than the strength grade of the original foundation concrete. After the grout is poured, it is compacted with a vibrator, the surface is smoothed, and it is covered with plastic film for moist curing for no less than 7 days. After the curing period, the tower crane support area and the equipment foundation area form a complete and continuous composite foundation surface. A waterproof coating or penetrating crystalline waterproofing agent is applied to the entire surface of the repaired composite foundation, with a coating thickness of not less than 1.5 mm, so that the composite foundation is completely converted into an equipment foundation for use.

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