A construction method for dry-hanging ceramic brick curtain walls in steel structure buildings

Abstract

This invention provides a construction method for dry-hanging terracotta brick curtain walls in steel structure buildings, belonging to the field of steel structure building technology. The construction method includes the following steps: establishing and solving a multi-objective optimization model for the dry-hanging terracotta brick curtain wall; cleaning the surface of the steel structure components; welding the reinforcing ribs to the surface of the steel structure components according to the optimal reinforcing rib arrangement scheme, and welding the surface steel plate to the reinforcing ribs and the steel structure components; welding channel steel to the surface steel plate; welding fixed angle steel to the steel keel, and connecting angle steel to the fixed angle steel via bolt groups; laying a continuous steel plate on the connecting angle steel; drilling holes in the continuous steel plate and laying terracotta bricks on the continuous steel plate in standard layers; placing positioning reinforcing bars in the internal holes of the terracotta bricks; and conducting quality inspection of the dry-hanging terracotta brick curtain wall.

Description

Technical Field

[0001] This invention belongs to the field of steel structure building technology, and more specifically, relates to a construction method for dry-hanging ceramic brick curtain walls in steel structure buildings. Background Technology

[0002] Steel structure buildings play a vital role in modern architecture. Compared to traditional brick-concrete or reinforced concrete structures, steel structures offer advantages such as lighter weight, better seismic performance, and shorter construction cycles, making them widely used in high-rise buildings, factories, stadiums, and other fields. To further enhance the overall performance of steel structure buildings, dry-hanging terracotta brick curtain wall technology has been gradually developed in recent years. Dry-hanging terracotta brick curtain walls are a new type of building exterior wall structure that utilizes a steel frame as the load-bearing system, with terracotta bricks used as the exterior decorative material. Compared to traditional heavy brick-concrete exterior walls, this structural form offers advantages such as lighter weight, better thermal insulation, and easier maintenance. Furthermore, dry-hanging terracotta brick curtain walls can enrich the architectural facade and enhance the building's aesthetic appeal.

[0003] However, existing dry-hanging terracotta brick curtain wall construction techniques also have some problems. First, due to the inherent flexibility of steel structures, they are prone to significant deformation, necessitating reinforcement of the steel structure's rigidity during the design phase. Second, the connection method between the terracotta bricks and the steel structure directly affects the overall load-bearing capacity and service life of the curtain wall. Furthermore, ensuring quality control at each stage of construction is also a significant challenge. Therefore, a new method for dry-hanging terracotta brick curtain wall construction in steel structure buildings is urgently needed to effectively address these issues. Summary of the Invention

[0004] In view of this, the present invention provides a construction method for dry-hanging ceramic brick curtain walls of steel structure buildings, which solves the drawback of existing dry-hanging ceramic brick curtain wall construction technology that is prone to large deformation.

[0005] This invention is implemented as follows:

[0006] This invention provides a method for constructing a dry-hanging ceramic brick curtain wall for steel structure buildings, comprising the following steps:

[0007] S10. Establish and solve a multi-objective optimization model for the dry-hanging ceramic brick curtain wall of a steel structure building to obtain the optimal stiffening rib arrangement scheme and the optimal surface steel plate arrangement scheme.

[0008] S20. Clean the surface of the steel structure components, remove surface rust and mortar residue, and ensure that the steel structure base is flat.

[0009] S30. Weld the reinforcing stiffeners to the surface of the steel structure member according to the optimal reinforcing stiffener arrangement scheme, and weld the surface steel plate to the reinforcing stiffeners and the steel structure member according to the optimal surface steel plate arrangement scheme.

[0010] S40. Weld the channel steel onto the surface steel plate, arrange the steel keel between the channel steel and connect it by welding and bolts;

[0011] S50. Weld the fixed angle steel to the steel keel, connect the connecting angle steel to the fixed angle steel with bolts, and weld the connecting angle steel to the steel keel.

[0012] S60. Lay a continuous steel plate on the connecting angle steel, and connect the continuous steel plate to the connecting angle steel with bolts;

[0013] S70. Make holes in the long steel plate, and lay clay bricks on the long steel plate in standard layers, so that the internal holes of the clay bricks are aligned with the openings in the long steel plate.

[0014] S80. Place the positioning steel bar in the hole inside the terracotta brick, weld the positioning steel bar to the opening position of the through steel plate, and fill the hole inside the terracotta brick with cement mortar.

[0015] S90. Conduct quality inspection on the dry-hanging ceramic brick curtain wall, fill any incomplete holes, and clean up excess cement mortar.

[0016] The objectives of the multi-objective optimization model include minimizing material cost, minimizing structural weight, minimizing construction period, minimizing structural deformation, optimizing wind pressure resistance, optimizing seismic performance, and optimizing thermal performance. The constraints of the multi-objective optimization model include: the thickness of the reinforcing stiffeners and the surface steel plate is not less than 2 mm and not more than 10 mm; the spacing between the reinforcing stiffeners is not less than 500 mm and not more than 1000 mm; the width of the surface steel plate is not less than 200 mm and not more than 300 mm; the stress of the steel structure components does not exceed 85% of the allowable stress; the weight load of the terracotta bricks does not exceed 70% of the structural bearing capacity; the overall deformation of the curtain wall does not exceed 1 / 500 of its height; and the design safety factor of all connection nodes is not less than 1.5.

[0017] The objective function of the multi-objective optimization model is specifically expressed as follows:

[0018] 1. Objective function for minimizing material costs:

[0019]

[0020] In the formula, p i c is the unit price (yuan / cubic meter) of the i-th type of steel;i v is the material coefficient for the i-th type of steel; i Let q be the volume (cubic meters) of the i-th type of steel; j The unit price (yuan / piece) of the j-th type of connector; d j w is the density coefficient of the j-th type of connector; j η1 represents the quantity of the j-th type of connector; n represents the cost error term; m represents the number of steel types; and m represents the number of connector types.

[0021] 2. Objective function for minimizing structural weight:

[0022]

[0023] In the formula, ρ i Let σ be the density (kg / m³) of the i-th type of steel; j η1 represents the unit weight (kg / piece) of the j-th type of connector; η2 represents the weight error term.

[0024] 3. Objective function for minimizing construction period:

[0025]

[0026] In the formula, t k The standard lead time (in days) for the k-th process; α r η is the correction coefficient for the r-th influencing factor; η3 is the schedule error term; l is the total number of processes; s is the total number of influencing factors.

[0027] 4. Objective function for minimizing structural deformation:

[0028]

[0029] In the formula, w is the structural deflection function; x and y are plane coordinates; λ is the structural characteristic parameter; and η4 is the deformation error term.

[0030] 5. Objective function for optimizing wind pressure resistance:

[0031]

[0032] In the formula, β i h is the wind pressure coefficient for the i-th altitude zone; i v represents the height (in meters) of the i-th height partition; i η5 represents the design wind speed (m / s) for the i-th altitude zone; η5 is the wind pressure error term.

[0033] 6. Seismic performance optimization objective function:

[0034]

[0035] In the formula, γi ω is the mass participation coefficient of the i-th mode; i μ is the i-th natural frequency (Hertz); i Let k be the damping ratio of the i-th order; i η is the i-th order stiffness coefficient; η6 is the seismic response error term.

[0036] 7. Objective function for thermal performance optimization:

[0037]

[0038] In the formula, ΔT i For the first i Temperature difference (degrees Celsius) between temperature zones; R j The thermal resistance of the j-th layer material is ((square meters·degrees Celsius) / watt); h j η is the heat transfer coefficient of the j-th layer material (W / (m²·°C)); η7 is the heat transfer error term.

[0039] Overall objective function:

[0040]

[0041] In the formula, w i Let be the weight coefficients of the i-th objective function, and satisfy .

[0042] Constraints:

[0043] 1. Strengthen the constraint between the stiffening ribs and the thickness of the surface steel plate:

[0044] 2≤d i ≤10, (i=1,2,…,n);

[0045] 2. Strengthen the constraint on the spacing of rigid ribs:

[0046] 500≤s i ≤1000, (i=1,2,…,n-1);

[0047] 3. Surface steel plate width constraint:

[0048] 200≤b i ≤300, (i=1, 2,...,m);

[0049] 4. Stress constraint:

[0050] σ max ≤0.85[σ];

[0051] 5. Load constraints:

[0052] G max ≤0.7[G];

[0053] 6. Deformation constraints:

[0054] Δ max ≤H / 500;

[0055] 7. Safety factor constraints:

[0056] K s ≥1.5.

[0057] Based on the above technical solution, the construction method of dry-hanging ceramic brick curtain wall for steel structure buildings of the present invention can be further improved as follows:

[0058] Specifically, step S10 includes:

[0059] Step 101: Establish the objective function matrix for the dry-hanging ceramic brick curtain wall of the steel structure building, including the material cost minimization function, structural weight minimization function, construction period minimization function, structural deformation minimization function, wind pressure resistance optimization function, seismic performance optimization function, and thermal performance optimization function.

[0060] Step 102: Construct a constraint matrix, including constraints on the thickness of stiffening ribs, the thickness of surface steel plates, the spacing of stiffening ribs, the width of surface steel plates, the stress of steel structural members, the weight load of terracotta bricks, the overall deformation of the curtain wall, and the safety factor of connection nodes.

[0061] Step 103: Establish the objective function weight allocation model and use the analytic hierarchy process (AHP) to calculate the weight coefficients of each objective function in the objective function matrix;

[0062] Step 104: Perform a preliminary solution to the objective function based on the particle swarm optimization algorithm to obtain an initial solution set;

[0063] Step 105: Use a non-dominated sorting genetic algorithm to screen for Pareto optimal solutions in the initial solution set;

[0064] Step 106: Select the optimal stiffening rib arrangement scheme from the Pareto optimal solution using the fuzzy decision method;

[0065] Step 107: Substitute the optimal stiffening rib arrangement scheme into the finite element analysis model for stress verification to obtain the final surface steel plate arrangement scheme.

[0066] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the optimal design scheme is determined through mathematical modeling. This helps to improve the overall strength and stability of the curtain wall system, while also reducing material usage and thus lowering costs. The optimization model may also take into account the influence of external factors such as wind loads and seismic loads, making the design scheme more reasonable and reliable.

[0067] Furthermore, step S20 specifically includes:

[0068] Step 201: Use an ultrasonic testing instrument to perform a full scan on the surface of the steel structure component to obtain surface quality data;

[0069] Step 202: Remove rust from the surface of the steel structure component using a high-pressure jetting device, controlling the jetting pressure between 15 MPa and 20 MPa;

[0070] Step 203: Remove mortar residue from the surface of the steel structure component by mechanical grinding, with a grinding depth not exceeding 0.5 mm;

[0071] Step 204: Use a laser flatness tester to measure the flatness of the surface of the steel structure component and record the measurement data;

[0072] Step 205: Establish a surface quality evaluation index system based on the measurement data to quantitatively evaluate the surface treatment effect.

[0073] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: cleaning the surface can remove oxides and other impurities, which helps to improve the quality of subsequent welding, ensure the strength and flatness of the welded parts, and thus avoid structural failure caused by surface defects.

[0074] Furthermore, step S30 specifically includes:

[0075] Step 301: Mark the welding positions on the surface of the steel structure member according to the optimal stiffening rib arrangement scheme;

[0076] Step 302: Weld the reinforcing stiffener to the surface of the steel structure component using double-sided fillet welds, with a weld specification of 6 mm;

[0077] Step 303: Use an ultrasonic flaw detector to inspect the quality of the weld to ensure that the first-pass yield rate of the weld reaches more than 95%.

[0078] Step 304: Determine the installation position of the surface steel plate according to the surface steel plate layout scheme;

[0079] Step 305: The surface steel plate is welded to the reinforcing stiffener and the steel structure member using double-sided fillet welds, with a weld specification of 8 mm.

[0080] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: Proper installation of the stiffening ribs and surface steel plates enhances the load-bearing capacity of the steel structure and improves its resistance to external loads. Furthermore, a reasonable welding process ensures the strength of the joints and avoids safety hazards caused by poor welding.

[0081] Furthermore, step S40 specifically includes:

[0082] Step 401: Mark the welding positioning points of the channel steel according to the surface steel plate layout scheme, with a marking accuracy of no more than 1 mm;

[0083] Step 402: Weld the channel steel onto the surface steel plate using a continuous welding method, with the weld length not less than 80% of the channel steel length;

[0084] Step 403: Arrange the steel keel between the channel steels at a standard spacing of 600 mm, and use a laser level to ensure that the vertical deviation of the steel keel does not exceed 2 mm;

[0085] Step 404: Connect the steel keel and the channel steel with M12 high-strength bolts, with a bolt spacing of no more than 400 mm;

[0086] Step 405: Strengthen the connection between the steel keel and the channel steel by welding, with a weld specification of 6 mm.

[0087] The beneficial effects of adopting the above-mentioned improved scheme are as follows: the correct installation of the channel steel and steel keel provides a stable support frame for fixing the subsequent dry-hanging system components. The combination of welding and bolting connections ensures the overall stability of the structure and facilitates later maintenance or adjustment.

[0088] Furthermore, step S50 specifically includes:

[0089] Step 501: Determine the welding position of the fixed angle steel based on the stress analysis results, and mark the positioning lines on the surface of the steel keel;

[0090] Step 502: Weld the fixed angle steel to the steel keel using intermittent welds, with the weld spacing not exceeding 300 mm;

[0091] Step 503: Align the connecting angle steel with the fixing angle steel, and fix them together using two sets of M8 bolts;

[0092] Step 504: Check the perpendicularity of the connecting angle steel and the fixed angle steel to ensure that the perpendicularity error does not exceed 1 degree;

[0093] Step 505: Weld the connecting angle steel to the steel keel using a continuous weld, with a weld thickness of not less than 5 mm.

[0094] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the installation of fixed angle steel and connecting angle steel further enhances the stability of the frame, ensuring that the curtain wall system can withstand the expected load. At the same time, bolted connections facilitate assembly and reduce construction difficulty.

[0095] Furthermore, step S60 specifically includes:

[0096] Step 601: Use a total station to measure and lay out the installation baseline of the continuous steel plate;

[0097] Step 602: Mark the laying position of the continuous steel plate on the connecting angle steel according to the installation reference line;

[0098] Step 603: Using a two-person cooperative method, lay the full-length steel plate on the connecting angle steel to ensure that the edge straightness error does not exceed 2 mm;

[0099] Step 604: Drill bolt connection holes in the entire steel plate at 300 mm intervals, with a hole diameter of 10 mm;

[0100] Step 605: Use M8 high-strength bolts to fasten the entire steel plate to the connecting angle steel, with the torque value controlled at 80 Nm.

[0101] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: laying a continuous steel plate and fixing it with bolts can provide a flat and solid foundation for the ceramic bricks, ensuring the correct installation and long-term stable performance of the ceramic bricks.

[0102] Furthermore, step S70 specifically includes:

[0103] Step 701: Draw a positioning grid on the entire steel plate according to the specifications of the terracotta bricks. The grid size is 240 mm by 115 mm.

[0104] Step 702: Using a CNC drilling machine, through holes with a diameter of 12 mm are drilled on the long steel plate according to the positioning grid.

[0105] Step 703: Use cement mortar with a 1:3 ratio to lay the first layer of clay bricks on the long steel plate, and control the thickness of the bricklaying to 10 mm.

[0106] Step 704: Use a theodolite to check the verticality of the clay bricks to ensure that the verticality error does not exceed 3 mm;

[0107] Step 705: Complete the standard layer masonry of the terracotta bricks layer by layer, and ensure that the coaxiality deviation between the internal holes of the terracotta bricks and the openings of the long steel plate does not exceed 2 mm.

[0108] The beneficial effects of adopting the above-mentioned improvement scheme are: the opening and alignment can ensure a tighter connection between the ceramic brick and the steel plate, and also facilitate the positioning of the reinforcing bars and the filling of mortar in subsequent steps.

[0109] Furthermore, step S80 specifically includes:

[0110] Step 801, adopt Plain round steel bars are used as positioning reinforcement, and the length of the steel bars is the thickness of the masonry plus 100 mm;

[0111] Step 802: Pass the positioning steel bar through the hole inside the clay brick, keeping the two ends of the steel bar extending out to the same length;

[0112] Step 803: Weld the positioning steel bar to the opening position of the continuous steel plate by spot welding;

[0113] Step 804: Prepare cement mortar with a strength grade of not less than M20, and ensure that the mixing uniformity is not less than 95%.

[0114] Step 805: Fill the internal pores of the clay bricks with cement mortar using pressure grouting until the pores are fully filled.

[0115] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: the use of positioning steel bars increases the bonding force between the terracotta bricks and the steel plates, improving the overall integrity and safety of the curtain wall system. Filling with cement mortar can fill gaps and further reinforce the structure.

[0116] Furthermore, step S90 specifically includes:

[0117] Step 901: Use an infrared thermal imager to perform a full scan of the dry-hanging ceramic brick curtain wall to identify areas that are not properly filled;

[0118] Step 902: Use an ultrasonic testing instrument to sample and test the connection nodes between the terracotta bricks and the steel structure;

[0119] Step 903: Repair the holes that are not fully filled by a secondary grouting process, with a grouting pressure of not less than 0.5 MPa;

[0120] Step 904: Clean the surface of the dry-hanging ceramic brick curtain wall with a high-pressure water gun to remove residual cement mortar from the construction process;

[0121] Step 905: Use a digital testing system to conduct acceptance evaluation of the quality of the engineering entity, record the testing data, and generate a quality acceptance report.

[0122] The beneficial effects of adopting the above-mentioned improvement scheme are as follows: Quality inspection is a key step in ensuring the quality of the final product. Through inspection and repair, potential problems can be identified and resolved, ensuring the integrity and aesthetics of the curtain wall system. Removing excess mortar maintains the clean appearance of the curtain wall.

[0123] Compared with existing technologies, the beneficial effects of the dry-hanging ceramic brick curtain wall construction method for steel structure buildings provided by this invention are:

[0124] 1. A multi-objective optimization model is used to systematically optimize the curtain wall design. This model simultaneously considers objective functions related to material cost, structural weight, construction period, structural deformation, wind pressure resistance, seismic performance, and thermal performance, and obtains the optimal stiffening rib arrangement and surface steel plate arrangement through various optimization algorithms. This method can achieve comprehensive optimization of various performance indicators for steel structure dry-hanging ceramic brick curtain walls;

[0125] 2. Precise surface treatment processes are employed to improve the quality of the steel structure substrate. The invention includes multiple surface treatment procedures such as ultrasonic testing, high-pressure jet rust removal, and mechanical grinding, ensuring high surface flatness and strong adhesion of the steel structure, thus laying a solid foundation for subsequent reinforcement measures.

[0126] 3. The innovative arrangement of reinforcing ribs and surface steel plates enhances the overall rigidity of the curtain wall. Welding reinforcing ribs and surface steel plates onto the steel structure effectively improves the deformation resistance of the entire curtain wall system, avoiding large deformation problems caused by excessive flexibility;

[0127] 4. The optimized connection node design improves the overall stability of the curtain wall. The invention utilizes components such as fixed angle steel, connecting angle steel, and high-strength bolts, which, through precise welding and bolt connections, form a steel structure frame with strong integrity and excellent load-bearing capacity.

[0128] 5. Scientific masonry techniques ensure a reliable connection between the terracotta bricks and the steel structure. Positioning holes are drilled in a continuous steel plate, and the internal holes of the terracotta bricks are aligned with them. The plates are then fixed in place by welding positioning reinforcing bars, and finally, cement mortar is poured in to fill the gaps, achieving a stable connection between the terracotta bricks and the steel structure.

[0129] 6. Comprehensive quality inspection and remedial measures ensure the quality of curtain wall construction. The invention employs advanced methods such as infrared thermal imaging and ultrasonic testing to comprehensively scan and sample the curtain wall, and promptly supplements grouting to address any quality issues, thus ensuring overall construction quality.

[0130] In summary, the new construction method for dry-hanging ceramic brick curtain walls of steel structure buildings proposed in this invention fully leverages the advantages of multi-objective optimization design, precise surface treatment, innovative connection structure, and scientific masonry process, effectively solving the problems existing in current construction technologies and significantly improving the overall performance and service life of this type of curtain wall structure. Attached Figure Description

[0131] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention 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 these drawings without creative effort.

[0132] Figure 1 A flowchart illustrating a construction method for dry-hanging ceramic brick curtain walls in steel structure buildings;

[0133] Figure 2 This is an example diagram of the skeleton structure for a construction method of dry-hanging ceramic brick curtain wall for steel structure buildings. Detailed Implementation

[0134] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings.

[0135] Example 1:

[0136] like Figure 2 As shown, a specific implementation scenario of this invention is a 50-story steel-structured super high-rise office building in a city center. This building uses a dry-hanging terracotta brick curtain wall, requiring solutions to problems such as overall curtain wall performance optimization and construction quality control. The specific implementation process of the new construction method for dry-hanging terracotta brick curtain walls in steel-structured buildings proposed by this invention is as follows:

[0137] First, a multi-objective optimization model for the dry-hanging ceramic brick curtain wall of the steel structure building is established. The objective function matrix includes seven objective functions:

[0138] 1. Material cost minimization objective function f1:

[0139] The building uses three types of steel (Q345B, Q235B, and 16Mn) and four types of connectors (high-strength bolts, welding rods, clips, and rivets). Based on the actual usage, the objective function for minimizing material costs can be expressed as:

[0140] f1 = 2.15 × 10 5 c1v1+1.85×10 5 c2v2+2.35×10 5 c3v3+25d1w1+35d2w2+18d3w3+22d4w4+η1;

[0141] 2. Objective function f2 for minimizing structural weight:

[0142] Based on the material's density parameter, the objective function for minimizing the structural weight can be expressed as:

[0143] f2 = 7.85 × 10 3 v1+7.80×10 3 v2+7.90×10 3 v3+0.45σ1w1+0.52σ2w2+0.41σ3w3+0.48σ4w4+η2;

[0144] 3. Objective function f3 for minimizing construction period:

[0145] Based on the influencing factors of this project (such as temperature, humidity, wind speed, etc.), the objective function for minimizing the construction period can be expressed as:

[0146] f3=45t1×0.95×0.90×0.88+35t2×0.92×0.85×0.92+25t3×0.88×0.90×0.86+30t4×0.91×0.92×0.89+η3;

[0147] 4. Objective function f4 for minimizing structural deformation:

[0148] Based on the building height and structural characteristic parameters, the objective function for minimizing structural deformation can be expressed as:

[0149]

[0150] 5. Optimization objective function for wind pressure resistance performance: f5

[0151] Based on the wind pressure characteristics of the region, the objective function for optimizing wind pressure resistance can be expressed as:

[0152]

[0153] 6. Seismic performance optimization objective function f6:

[0154] Based on the seismic motion characteristic parameters, the objective function for optimizing seismic performance can be expressed as:

[0155]

[0156] 7. Objective function for thermal performance optimization: f7

[0157] Based on the thermal performance parameters of the curtain wall material, the objective function for optimizing thermal performance can be expressed as:

[0158]

[0159] The overall objective function is:

[0160] F=0.16f1+0.14f2+0.12f3+0.15f4+0.13f5+0.14f6+0.16f7;

[0161] Among them, w i These are the weighting coefficients for each objective function.

[0162] The constraints include:

[0163] 1. Thickness constraint between reinforcing ribs and surface steel plate: 2≤d i ≤10, (i=1,2,3);

[0164] 2. Strengthen rib spacing constraints: 600≤s i ≤900, (i=1, 2, 3, 4, 5);

[0165] 3. Surface steel plate width constraint: 220≤b i ≤280, (i=1,2,3);

[0166] 4. Stress constraint: σ max ≤0.85×345;

[0167] 5. Load constraints: G max ≤0.7×1200;

[0168] 6. Deformation constraint: Δ max ≤50 / 500;

[0169] 7. Safety factor constraint: K s ≥1.5;

[0170] By solving the above multi-objective optimization model, the optimal reinforcement rib arrangement scheme and surface steel plate arrangement scheme were obtained. Details are as follows:

[0171] Reinforcing rib arrangement scheme:

[0172] The steel used is Q345B, with thicknesses d1=6mm, d2=8mm, and d3=8mm, and spacings of s1=700mm, s2=750mm, s3=800mm, s4=850mm, and s5=900mm respectively.

[0173] Surface steel plate layout scheme:

[0174] The steel used is Q235B, with widths b1=240mm, b2=260mm, b3=260mm, and thickness d4=6mm for all.

[0175] After determining the optimal component layout, the specific construction process begins.

[0176] First, the surface of the steel structure components underwent precise cleaning. An ultrasonic scanner was used to thoroughly scan the entire surface, revealing a small amount of rust and mortar residue. A high-pressure jetting device (18 MPa) was used to remove the rust, followed by mechanical grinding to remove the mortar residue (grinding depth not exceeding 0.3 mm). Finally, a laser flatness tester was used to measure the surface flatness, and the results showed that the flatness error was controlled within 1.5 mm, meeting the requirements.

[0177] Secondly, according to the optimized plan, reinforcing ribs and surface steel plates were welded onto the steel structure surface. First, the layout and positioning were carried out on the component surface. Then, double-sided fillet welds (6mm weld size) were used to weld and fix the reinforcing ribs, achieving a weld quality inspection pass rate of 98%. Next, the surface steel plates were also welded to the reinforcing ribs and steel components using double-sided fillet welds (8mm weld size).

[0178] Next, channel steel is welded onto the surface steel plate, with a spacing controlled at 600mm, and steel keels are arranged between the channel steels. M12 high-strength bolts (spacing not exceeding 400mm) are used to connect the steel keels to the channel steel, and welding reinforcement (weld size 6mm) is used at key nodes.

[0179] Next, weld and fix angle steel (weld spacing 300mm) onto the steel keel, and connect the connecting angle steel with M8 bolts, checking that the verticality error is within 1 degree. Finally, weld the connecting angle steel to the steel keel using continuous welds (weld thickness not less than 5mm).

[0180] After the framework structure is completed, the continuous steel plates are laid. First, the installation baseline is measured and laid out. Then, the steel plates are laid with the baseline aligned, and the straightness of the edges is controlled within 2mm. Next, bolt holes (10mm in diameter) are drilled on the steel plates at 300mm intervals, and M8 high-strength bolts (torque controlled at 80N·m) are used to fix the steel plates to the connecting angle steel.

[0181] Next is the standard layer construction process for terracotta bricks. First, a 240mm × 115mm positioning grid is drawn on a full-length steel plate, and 12mm diameter through holes are drilled according to the grid using a CNC drilling machine. The first layer of terracotta bricks, with a thickness of 10mm, is laid on the steel plate using a 1:3 cement mortar mix. Theodolite checks show that the verticality error is controlled within 2mm. Subsequent layers of terracotta bricks are then laid, ensuring that the coaxial deviation between the internal holes and the openings in the steel plate is less than 1.5mm.

[0182] The final step is to pour cement mortar into the pores inside the clay bricks. First, a method is used... Plain round steel bars are used as positioning steel bars and welded to the opening position of the steel plate. Then, cement mortar with a strength grade of not less than M20 is prepared and pressure grouting (grouting pressure 0.6MPa) is used to fill the internal pores of the clay bricks until they are completely full.

[0183] Throughout the construction process, we implemented comprehensive quality inspection measures. In key processes such as surface treatment, welding, and bolting, we employed ultrasonic testing, infrared thermal imaging, and digital measurement for real-time monitoring and sampling inspection. Any quality issues discovered, such as weld defects, loose bolts, or insufficient mortar filling, were promptly repaired. Ultimately, through comprehensive evaluation, the curtain wall project achieved a quality acceptance rate of over 98%, meeting the usage requirements.

[0184] In summary, the novel construction method for dry-hanging ceramic brick curtain walls in steel structures proposed in this invention has been successfully validated in this project. Through the application of a series of measures, including multi-objective optimization design, precise surface treatment, innovative connection structures, and reliable masonry techniques, the methods effectively solved the problems existing in current construction technologies. This not only ensured the overall performance of the curtain wall structure but also improved the level of construction quality control, providing valuable experience for similar projects in the future.

[0185] Example 2:

[0186] like Figure 1 The image shown is a second embodiment of a construction method for dry-hanging ceramic brick curtain walls in steel structure buildings provided by the present invention. This embodiment includes the following steps:

[0187] S10. Establish and solve a multi-objective optimization model for the dry-hanging ceramic brick curtain wall of a steel structure building to obtain the optimal stiffening rib arrangement scheme and the optimal surface steel plate arrangement scheme.

[0188] S20. Clean the surface of the steel structure components, remove rust and mortar residue, and ensure that the steel structure base is flat.

[0189] S30. Weld the reinforcing stiffeners to the surface of the steel structure member according to the optimal stiffener arrangement scheme, and weld the surface steel plate to the stiffeners and the steel structure member according to the optimal surface steel plate arrangement scheme.

[0190] S40. Weld the channel steel onto the surface steel plate, arrange the steel keel between the channel steel and connect it with the bolts by welding;

[0191] S50. Weld the fixed angle steel to the steel keel, connect the connecting angle steel to the fixed angle steel with bolts, and weld the connecting angle steel to the steel keel.

[0192] S60. Lay a continuous steel plate on the connecting angle steel and connect the continuous steel plate to the connecting angle steel with bolts.

[0193] S70. Make holes in a long steel plate, and lay clay bricks on the long steel plate in standard layers, so that the holes inside the clay bricks are aligned with the openings in the long steel plate.

[0194] S80. Place the positioning steel bar in the hole inside the terracotta brick, weld the positioning steel bar to the opening position of the continuous steel plate, and fill the hole inside the terracotta brick with cement mortar.

[0195] S90. Conduct quality inspection on the dry-hanging ceramic brick curtain wall, fill any incomplete holes, and clean up any excess cement mortar.

[0196] In the above technical solution, step S10 specifically includes:

[0197] Step 101: Establish the objective function matrix for the dry-hanging ceramic brick curtain wall of the steel structure building, including the material cost minimization function, structural weight minimization function, construction period minimization function, structural deformation minimization function, wind pressure resistance optimization function, seismic performance optimization function, and thermal performance optimization function.

[0198] Step 102: Construct a constraint matrix, including constraints on the thickness of stiffening ribs, the thickness of surface steel plates, the spacing of stiffening ribs, the width of surface steel plates, the stress of steel structural members, the weight load of terracotta bricks, the overall deformation of the curtain wall, and the safety factor of connection nodes.

[0199] Step 103: Establish the objective function weight allocation model and use the analytic hierarchy process (AHP) to calculate the weight coefficients of each objective function in the objective function matrix;

[0200] Step 104: Perform a preliminary solution to the objective function based on the particle swarm optimization algorithm to obtain an initial solution set;

[0201] Step 105: Use a non-dominated sorting genetic algorithm to screen for Pareto optimal solutions in the initial solution set;

[0202] Step 106: Select the optimal stiffening rib arrangement scheme from the Pareto optimal solution using the fuzzy decision-making method;

[0203] Step 107: Substitute the optimal stiffening rib arrangement scheme into the finite element analysis model for stress verification to obtain the final surface steel plate arrangement scheme.

[0204] The first step, S10, involves establishing and solving a multi-objective optimization model for the dry-hanging ceramic brick curtain wall of a steel structure building to obtain the optimal arrangement of the reinforcing stiffeners and the optimal arrangement of the surface steel plates. The specific implementation method is as follows:

[0205] Step 101: Establish the objective function matrix for the dry-hung terracotta brick curtain wall of the steel structure building. This matrix includes seven objective functions: f1 for minimizing material cost, f2 for minimizing structural weight, f3 for minimizing construction period, f4 for minimizing structural deformation, f5 for optimizing wind pressure resistance, f6 for optimizing seismic performance, and f7 for optimizing thermal performance. These objective functions comprehensively consider various factors such as materials, structural performance, and construction, aiming to find the optimal design scheme for the dry-hung terracotta brick curtain wall of the steel structure in terms of cost, weight, construction period, deformation, wind pressure resistance, seismic resistance, and thermal performance.

[0206] Step 102, construct the constraint matrix. This matrix includes the stiffening rib thickness constraint 2≤d. i ≤10, surface steel plate thickness constraint 2≤d i ≤10, Strengthen stiffening rib spacing constraint 500≤s i ≤1000, surface steel plate width constraint 200≤b i ≤300, stress constraint σ of steel structure components max ≤0.85[σ], clay brick weight load constraint G max ≤0.7[G], Overall deformation constraint of the curtain wall Δ max ≤H / 500 and safety factor constraint K for connection nodes s ≥1.5. These constraints ensure that the steel structure dry-hanging ceramic brick curtain wall meets the design requirements in all aspects of performance indicators.

[0207] Step 103: Establish the objective function weight allocation model. The weight coefficient w of each objective function in the objective function matrix is ​​calculated using the analytic hierarchy process (AHP). i This weighting method reflects the importance of each objective function within the overall objective function. It better reflects the decision-maker's preferences and actual needs.

[0208] Step 104: Perform a preliminary solution to the objective function using the Particle Swarm Optimization (PSO) algorithm. PSO is a swarm intelligence optimization algorithm that finds the global optimum by simulating the foraging behavior of a flock of birds. This algorithm has advantages such as fast convergence speed and ease of implementation, and is suitable for solving complex multi-objective optimization problems. The preliminary solution obtained through this algorithm yields an initial solution set.

[0209] Step 105: Use a non-dominated sorting genetic algorithm to screen for Pareto optimal solutions in the initial solution set. The non-dominated sorting genetic algorithm is a classic multi-objective optimization algorithm that can effectively find Pareto optimal solutions where there are conflicts between objective functions. This algorithm obtains the optimal solution set that satisfies each objective function through non-dominated sorting and crowding calculation.

[0210] Step 106: The optimal stiffening rib arrangement scheme is selected from the Pareto optimal solution using a fuzzy decision-making method. The fuzzy decision-making method utilizes fuzzy mathematics theory to handle uncertainties. By constructing a fuzzy comprehensive evaluation model and combining it with the decision-maker's preference information, the final optimal stiffening rib arrangement scheme is selected from the Pareto solution set.

[0211] Step 107: Substitute the optimal stiffening rib arrangement scheme into the finite element analysis model for stress verification, thereby obtaining the final surface steel plate arrangement scheme. Finite element analysis can more accurately simulate the stress distribution of the steel structure dry-hanging ceramic brick curtain wall under various loads, ensuring that the surface steel plate arrangement scheme meets the structural safety requirements.

[0212] Furthermore, in the above technical solution, step S20 specifically includes:

[0213] Step 201: Use an ultrasonic testing instrument to perform a comprehensive scan of the surface of the steel structure component to obtain surface quality data;

[0214] Step 202: Use a high-pressure jetting device to remove rust from the surface of the steel structure components, and control the jetting pressure between 15 MPa and 20 MPa.

[0215] Step 203: Remove mortar residue from the surface of the steel structure components by mechanical grinding, with a grinding depth not exceeding 0.5 mm;

[0216] Step 204: Use a laser flatness tester to measure the flatness of the steel structure component surface and record the measurement data;

[0217] Step 205: Establish a surface quality evaluation index system based on the measurement data to quantitatively evaluate the surface treatment effect.

[0218] Furthermore, in the above technical solution, step S30 specifically includes:

[0219] Step 301: Mark the welding positions on the surface of the steel structure member according to the optimal stiffening rib arrangement scheme;

[0220] Step 302: Weld the reinforcing stiffeners to the surface of the steel structure component using double-sided fillet welds, with a weld specification of 6 mm.

[0221] Step 303: Use an ultrasonic flaw detector to inspect the weld quality to ensure that the first-pass yield rate of the weld reaches more than 95%.

[0222] Step 304: Determine the installation position of the surface steel plate according to the surface steel plate layout plan;

[0223] Step 305: Weld the surface steel plate to the reinforcing stiffener and steel structure components using double-sided fillet welds. The weld specification is 8 mm.

[0224] Furthermore, in the above technical solution, step S40 specifically includes:

[0225] Step 401: Mark the welding positioning points of the channel steel according to the surface steel plate layout plan, with a marking accuracy of no more than 1 mm;

[0226] Step 402: Weld the channel steel onto the surface steel plate using a continuous welding method, with the weld length not less than 80% of the channel steel length;

[0227] Step 403: Arrange steel keels between the channel steels at a standard spacing of 600 mm, and use a laser level to ensure that the vertical deviation of the steel keels does not exceed 2 mm;

[0228] Step 404: Use M12 high-strength bolts to connect the steel keel and the channel steel, with a bolt spacing of no more than 400 mm;

[0229] Step 405: Strengthen the connection between the steel keel and the channel steel by welding, with a weld specification of 6 mm.

[0230] Furthermore, in the above technical solution, step S50 specifically includes:

[0231] Step 501: Determine the welding position of the fixed angle steel based on the stress analysis results, and mark the positioning lines on the surface of the steel keel;

[0232] Step 502: Weld the fixed angle steel to the steel keel using intermittent welds, with the weld spacing not exceeding 300 mm;

[0233] Step 503: Align the connecting angle steel with the fixing angle steel, and use two sets of M8 bolts to fix them together;

[0234] Step 504: Check the perpendicularity of the connecting angle steel and the fixed angle steel to ensure that the perpendicularity error does not exceed 1 degree;

[0235] Step 505: Weld the connecting angle steel to the steel keel using continuous welds, with a weld thickness of not less than 5 mm.

[0236] Furthermore, in the above technical solution, step S60 specifically includes:

[0237] Step 601: Use a total station to measure and lay out the installation baseline of the continuous steel plate;

[0238] Step 602: Mark the laying position of the continuous steel plate on the connecting angle steel according to the installation baseline;

[0239] Step 603: Using a two-person cooperative method, lay the full-length steel plate on the connecting angle steel to ensure that the edge straightness error does not exceed 2 mm;

[0240] Step 604: Drill bolt connection holes in the long steel plate at 300 mm intervals, with a hole diameter of 10 mm;

[0241] Step 605: Use M8 high-strength bolts to fasten the continuous steel plate to the connecting angle steel, with the torque value controlled at 80 Nm.

[0242] Furthermore, in the above technical solution, step S70 specifically includes:

[0243] Step 701: Draw a positioning grid on a full-length steel plate according to the specifications of the terracotta bricks. The grid size is 240 mm by 115 mm.

[0244] Step 702: Use a CNC drilling machine to drill through holes in the long steel plate according to the positioning grid, with a hole diameter of 12 mm;

[0245] Step 703: Use cement mortar with a 1:3 ratio to lay the first layer of clay bricks on the long steel plate, and control the thickness of the bricklaying to 10 mm.

[0246] Step 704: Use a theodolite to check the verticality of the clay bricks, ensuring that the verticality error does not exceed 3 mm;

[0247] Step 705: Complete the standard layer of terracotta bricks layer by layer, and ensure that the coaxiality deviation between the internal holes of the terracotta bricks and the openings of the continuous steel plate does not exceed 2 mm.

[0248] Furthermore, in the above technical solution, step S80 specifically includes:

[0249] Step 801, adopt Plain round steel bars are used as positioning reinforcement, and the length of the steel bars is the thickness of the masonry plus 100 mm;

[0250] Step 802: Pass the positioning steel bar through the hole inside the clay brick, keeping the two ends of the steel bar extending out to the same length;

[0251] Step 803: Weld the positioning steel bars to the opening positions of the continuous steel plate using spot welding;

[0252] Step 804: Prepare cement mortar with a strength grade of not less than M20, and ensure that the mixing uniformity is not less than 95%.

[0253] Step 805: Fill the pores inside the clay bricks with cement mortar using pressure grouting until the pores are full.

[0254] Furthermore, in the above technical solution, step S90 specifically includes:

[0255] Step 901: Use an infrared thermal imager to perform a full scan of the dry-hanging ceramic brick curtain wall to identify areas with incomplete filling;

[0256] Step 902: Use an ultrasonic testing instrument to sample and test the connection nodes between the terracotta bricks and the steel structure;

[0257] Step 903: Repair the holes that are not fully filled by a secondary grouting process, with a grouting pressure of not less than 0.5 MPa;

[0258] Step 904: Use a high-pressure water gun to clean the surface of the dry-hanging ceramic brick curtain wall to remove residual cement mortar from the construction process;

[0259] Step 905: Use a digital testing system to conduct acceptance evaluation of the quality of the engineering entity, record the testing data, and generate a quality acceptance report.

[0260] Specifically, the principle of this invention is as follows: The core of this new method for constructing dry-hanging ceramic brick curtain walls for steel structure buildings lies in establishing a multi-objective optimization model and determining the optimal layout scheme of the curtain wall structure through system optimization design.

[0261] First, the objective function matrix includes seven objective functions: minimizing material cost, minimizing structural weight, minimizing construction period, minimizing structural deformation, optimizing wind pressure resistance, optimizing seismic performance, and optimizing thermal performance. These objective functions comprehensively consider the performance requirements of steel structure dry-hanging ceramic brick curtain walls in various aspects.

[0262] Secondly, the constraint matrix includes multiple constraints such as the thickness of the reinforcing ribs and surface steel plates, the spacing between reinforcing ribs, the width of the surface steel plates, the stress of the steel structure, the load on the terracotta bricks, the deformation of the curtain wall, and the safety factor of the connection nodes. These constraints ensure that the optimized design scheme meets the requirements of the specifications in all aspects.

[0263] Then, the weight coefficients of each objective function are calculated using the analytic hierarchy process (AHP) to reflect the decision-maker's relative preference for these objective functions. Based on this, the particle swarm optimization algorithm is used to solve the initial solution set, yielding a set of Pareto optimal solutions. Finally, the fuzzy decision method is used to select the final optimal reinforcing rib arrangement scheme from the Pareto solution set, and it is substituted into the finite element analysis model for further verification, resulting in the optimal surface steel plate arrangement scheme.

[0264] This multi-objective optimization-based design method fully considers the optimal balance of various performance indicators for steel structure dry-hanging ceramic brick curtain walls, overcoming the limitations that may exist in single-indicator optimization. At the same time, rich constraints are introduced into the optimization model to ensure the feasibility and reliability of the optimized design scheme in practical applications.

[0265] Furthermore, this invention innovatively employs precise surface treatment processes, optimized reinforcement rib and surface steel plate arrangements, scientific connection node design, and reliable masonry techniques. These measures effectively improve the overall rigidity, stability, and connection performance of the curtain wall, helping to solve problems such as excessive deformation and weak connections in existing construction techniques.

Claims

1. A construction method for dry-hanging ceramic brick curtain walls in steel structure buildings, characterized in that, Includes the following steps: S10. Establish and solve a multi-objective optimization model for the dry-hanging ceramic brick curtain wall of a steel structure building to obtain the optimal stiffening rib arrangement scheme and the optimal surface steel plate arrangement scheme. S20. Clean the surface of the steel structure components, remove surface rust and mortar residue, and ensure that the steel structure base is flat. S30. Weld the reinforcing stiffeners to the surface of the steel structure member according to the optimal reinforcing stiffener arrangement scheme, and weld the surface steel plate to the reinforcing stiffeners and the steel structure member according to the optimal surface steel plate arrangement scheme. S40. Weld the channel steel onto the surface steel plate, arrange the steel keel between the channel steel and connect it by welding and bolts; S50. Weld the fixed angle steel to the steel keel, connect the connecting angle steel to the fixed angle steel with bolts, and weld the connecting angle steel to the steel keel. S60. Lay a continuous steel plate on the connecting angle steel, and connect the continuous steel plate to the connecting angle steel with bolts; S70. Make holes in the long steel plate, and lay clay bricks on the long steel plate in standard layers, so that the internal holes of the clay bricks are aligned with the openings in the long steel plate. S80. Place the positioning steel bar in the hole inside the terracotta brick, weld the positioning steel bar to the opening position of the through steel plate, and fill the hole inside the terracotta brick with cement mortar. S90. Conduct quality inspection on the dry-hanging ceramic brick curtain wall, fill any incomplete holes, and clean up any excess cement mortar. Step S10 specifically includes: Step 101: Establish the objective function matrix for the dry-hanging ceramic brick curtain wall of the steel structure building, including the material cost minimization function, structural weight minimization function, construction period minimization function, structural deformation minimization function, wind pressure resistance optimization function, seismic performance optimization function, and thermal performance optimization function. Step 102: Construct a constraint matrix, including constraints on the thickness of stiffening ribs, the thickness of surface steel plates, the spacing of stiffening ribs, the width of surface steel plates, the stress of steel structural members, the weight load of terracotta bricks, the overall deformation of the curtain wall, and the safety factor of connection nodes. Step 103: Establish the objective function weight allocation model and use the analytic hierarchy process (AHP) to calculate the weight coefficients of each objective function in the objective function matrix; Step 104: Perform a preliminary solution to the objective function based on the particle swarm optimization algorithm to obtain an initial solution set; Step 105: Use a non-dominated sorting genetic algorithm to screen for Pareto optimal solutions in the initial solution set; Step 106: Select the optimal stiffening rib arrangement scheme from the Pareto optimal solution using the fuzzy decision method; Step 107: Substitute the optimal stiffening rib arrangement scheme into the finite element analysis model for stress verification to obtain the final surface steel plate arrangement scheme. The objective function of the multi-objective optimization model is specifically expressed as follows: Material cost minimization objective function: ； In the formula, For the first The unit price of this type of steel (yuan / cubic meter); For the first Material coefficients of various steel types; For the first The volume (cubic meters) of this type of steel; For the first Unit price of each type of connector (yuan / piece); For the first The density coefficient of the connector; For the first The number of each type of connector; This is a cost error term; Number of steel types; Number of types of connectors; Structural weight minimization objective function: ； In the formula, For the first The density of this type of steel (kg / m³); For the first The unit weight of each connector (kg / piece); This is the weight error term; Objective function for minimizing construction period: ； In the formula, For the first The standard lead time (in days) for each process step; For the first Correction coefficients for each influencing factor; This is a project schedule error item; This represents the total number of processes. The total number of influencing factors; Objective function for minimizing structural deformation: ； In the formula, Here is the structural deflection function; In planar coordinates; These are structural characteristic parameters; This is the deformation error term; Optimization objective function for wind pressure resistance performance: ； In the formula, For the first Wind pressure coefficients for each altitude zone; For the first The height (in meters) of each height zone; For the first Design wind speed (m / s) for each height zone; This is the wind pressure error term; Seismic performance optimization objective function: ； In the formula, For the first Mass participation factor of first mode; For the first Hertz (hertz) is the natural frequency of a given order. For the first Damping ratio; For the first First stiffness coefficient; This is the earthquake response error term; Objective function for thermal performance optimization: ； In the formula, For the first Temperature difference (degrees Celsius) between temperature zones; For the first Thermal resistance of the layer material ((square meter·degree Celsius) / watt); For the first Heat transfer coefficient of the layer material (W / (m²·°C)); This is the heat transfer error term; Overall objective function: ； In the formula, For the first The weight coefficients of each objective function, and satisfying ; Constraints: Strengthen the constraint between the stiffening ribs and the thickness of the surface steel plate: ； Strengthen the constraint of stiff rib spacing: ； Surface steel plate width constraint: ； Stress constraints: ； Load constraints: ； Deformation constraints: ； Safety factor constraints: 。 2. The construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 1, characterized in that, Step S20 specifically includes: Step 201: Use an ultrasonic testing instrument to perform a full scan on the surface of the steel structure component to obtain surface quality data; Step 202: Remove rust from the surface of the steel structure component using a high-pressure jetting device, controlling the jetting pressure between 15 MPa and 20 MPa; Step 203: Remove mortar residue from the surface of the steel structure component by mechanical grinding, with a grinding depth not exceeding 0.5 mm; Step 204: Use a laser flatness tester to measure the flatness of the surface of the steel structure component and record the measurement data; Step 205: Establish a surface quality evaluation index system based on the measurement data to quantitatively evaluate the surface treatment effect.

3. The construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 2, characterized in that, Step S30 specifically includes: Step 301: Mark the welding positions on the surface of the steel structure member according to the optimal stiffening rib arrangement scheme; Step 302: Weld the reinforcing stiffener to the surface of the steel structure component using double-sided fillet welds, with a weld specification of 6 mm; Step 303: Use an ultrasonic flaw detector to inspect the quality of the weld to ensure that the first-pass yield rate of the weld reaches more than 95%. Step 304: Determine the installation position of the surface steel plate according to the surface steel plate layout scheme; Step 305: The surface steel plate is welded to the reinforcing stiffener and the steel structure member using double-sided fillet welds, with a weld specification of 8 mm.

4. The construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 3, characterized in that, Step S40 specifically includes: Step 401: Mark the welding positioning points of the channel steel according to the surface steel plate layout scheme, with a marking accuracy of no more than 1 mm; Step 402: Weld the channel steel to the surface steel plate using a continuous welding method, with the weld length not less than 80% of the channel steel length; Step 403: Arrange the steel keel between the channel steels at a standard spacing of 600 mm, and use a laser level to ensure that the vertical deviation of the steel keel does not exceed 2 mm; Step 404: Connect the steel keel and the channel steel with M12 high-strength bolts, with a bolt spacing of no more than 400 mm; Step 405: Strengthen the connection between the steel keel and the channel steel by welding, with a weld specification of 6 mm.

5. A construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 4, characterized in that, Step S50 specifically includes: Step 501: Determine the welding position of the fixed angle steel based on the stress analysis results, and mark the positioning lines on the surface of the steel keel; Step 502: Weld the fixed angle steel to the steel keel using intermittent welds, with the weld spacing not exceeding 300 mm; Step 503: Align the connecting angle steel with the fixing angle steel, and fix them together using two sets of M8 bolts; Step 504: Check the perpendicularity of the connecting angle steel and the fixed angle steel to ensure that the perpendicularity error does not exceed 1 degree; Step 505: Weld the connecting angle steel to the steel keel using a continuous weld, with a weld thickness of not less than 5 mm.

6. The construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 5, characterized in that, Step S60 specifically includes: Step 601: Use a total station to measure and lay out the installation baseline of the continuous steel plate; Step 602: Mark the laying position of the continuous steel plate on the connecting angle steel according to the installation reference line; Step 603: Using a two-person cooperative method, lay the full-length steel plate on the connecting angle steel to ensure that the edge straightness error does not exceed 2 mm; Step 604: Drill bolt connection holes in the entire steel plate at 300 mm intervals, with a hole diameter of 10 mm; Step 605: Use M8 high-strength bolts to fasten the entire steel plate to the connecting angle steel, with the torque value controlled at 80 Nm.

7. A construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 6, characterized in that, Step S70 specifically includes: Step 701: Draw a positioning grid on the entire steel plate according to the specifications of the terracotta bricks. The grid size is 240 mm by 115 mm. Step 702: Using a CNC drilling machine, through holes with a diameter of 12 mm are drilled on the long steel plate according to the positioning grid. Step 703: Use cement mortar with a 1:3 ratio to lay the first layer of clay bricks on the long steel plate, and control the thickness of the bricklaying to 10 mm. Step 704: Use a theodolite to check the verticality of the clay bricks to ensure that the verticality error does not exceed 3 mm; Step 705: Complete the standard layer masonry of the terracotta bricks layer by layer, and ensure that the coaxiality deviation between the internal holes of the terracotta bricks and the openings of the long steel plate does not exceed 2 mm.

8. A construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 7, characterized in that, Step S80 specifically includes: Step 801: Use φ10 plain round steel bars as positioning steel bars, with a length equal to the masonry thickness plus 100 mm; Step 802: Pass the positioning steel bar through the hole inside the clay brick, keeping the two ends of the steel bar extending out to the same length; Step 803: Weld the positioning steel bar to the opening position of the continuous steel plate by spot welding; Step 804: Prepare cement mortar with a strength grade of not less than M20, and ensure that the mixing uniformity is not less than 95%. Step 805: Fill the internal pores of the clay bricks with cement mortar using pressure grouting until the pores are fully filled.

9. A construction method for dry-hanging ceramic brick curtain walls of steel structure buildings according to claim 8, characterized in that, Step S90 specifically includes: Step 901: Use an infrared thermal imager to perform a full scan of the dry-hanging ceramic brick curtain wall to identify areas that are not properly filled; Step 902: Use an ultrasonic testing instrument to sample and test the connection nodes between the terracotta bricks and the steel structure; Step 903: Repair the holes that are not fully filled by a secondary grouting process, with a grouting pressure of not less than 0.5 MPa; Step 904: Clean the surface of the dry-hanging ceramic brick curtain wall with a high-pressure water gun to remove residual cement mortar from the construction process; Step 905: Use a digital testing system to conduct acceptance evaluation of the quality of the engineering entity, record the testing data, and generate a quality acceptance report.

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