Vertical transportation method for super high-rise extension project elevator shaft

Abstract

The application discloses a kind of super high layer continuation project elevator shaft vertical transport methods, including information collection, collection continuation project in the size of existing official elevator and passageway tower, load parameter, shaft selection, mechanical calculation, construction preparation;Construction implementation;Monitoring detection.The application has beneficial effects: the application provides complete closed-loop management method from information collection, mechanical calculation to construction implementation, monitoring detection, solves the difficult problem that super high layer continuation project shaft vertical transport lacks systematic technical scheme.The application is through cage, hanging point beam, embedded part, transfer platform, limiting steel strand, hoist selection and steel wire rope selection etc. whole link's system mechanical calculation, provides detailed data support and implementation standard for on-site transport operation, ensure that each force component meets safety requirement;By selecting two existing elevator shafts to be responsible for different section transport, effectively solve the problem that super high-rise building single shaft transport height is limited, improve transport efficiency.

Description

Technical Field

[0001] This invention relates to the field of construction technology for super high-rise buildings, and in particular to a method for vertical transportation in elevator shafts of super high-rise building extension projects. Background Technology

[0002] With the increasing demand for urban development and the revitalization of existing urban resources, a number of suspended super high-rise buildings are gradually resuming construction. These continued construction projects face several unique challenges: on the one hand, the vertical transportation capacity of existing elevators and access towers often cannot meet the efficient transfer needs of large quantities of materials and equipment on site; on the other hand, due to the long-term suspension of work, the original shaft structure and protective facilities suffer from aging and damage, the safety status of the shafts is unclear, and operational protection conditions need to be verified. At the same time, the tight schedule and high construction standards of these continued super high-rise buildings place higher demands on the safety, efficiency, and full-process management of vertical transportation operations.

[0003] In existing technologies, vertical transportation during the construction of super high-rise buildings mainly relies on conventional elevators, construction hoists, and tower cranes. However, for continued construction projects of super high-rise buildings with enclosed exterior curtain walls, some equipment cannot be hoisted using tower cranes; and the load capacity of conventional elevators (e.g., a maximum conventional load of only 4.2t) is insufficient to meet the transportation needs of large air conditioning units, large pipelines, and other equipment. Therefore, it is necessary to make full use of the building's utility shaft space to carry out shaft-assisted vertical transportation operations.

[0004] Therefore, it is necessary to propose a vertical transportation method for elevator shafts in super high-rise building extension projects to address the aforementioned technical problems. Summary of the Invention

[0005] The purpose of this invention is to overcome the shortcomings of existing technologies and propose a vertical transportation method for elevator shafts in super high-rise building extension projects, aiming to achieve the following objectives: Make full use of existing elevator shaft space to establish a safe and efficient auxiliary vertical transportation system; ensure that all load-bearing components meet safety requirements through systematic mechanical calculations and structural verification; achieve closed-loop management of the entire process from information collection, shaft selection, mechanical calculations to construction implementation and monitoring and testing; effectively solve the transportation problems of large equipment that cannot be hoisted by tower cranes and insufficient load capacity of regular elevators.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: A method for vertical transportation in elevator shafts of super high-rise building extension projects, the method comprising the following steps: S1: Information collection, collecting the dimensions and load parameters of existing formal elevators and access towers in the continued construction project, compiling information on large equipment and materials that need to be vertically transported through the shaft, and determining the load requirements for vertical transportation through the shaft. S2: Shaft selection. Based on the transportation load requirements determined in step S1 and the existing elevator shaft conditions on site, at least two existing elevator shafts are selected as temporary vertical transportation shafts. The first shaft is used for the lower section transportation, and the second shaft is used for the upper section transportation, forming a segmented relay transportation system. S3: Mechanical calculation, performing mechanical calculations on each load-bearing component in the shaft vertical transportation system, including the cage, lifting point beam, crane beam shear wall end embedded parts, transfer platform main beam, transfer platform shear wall embedded parts, limiting steel strand and winch selection; S4: Pre-construction preparation, based on the mechanical calculation results of step S3, to select and prepare the winch, fabricate the cage, verify the site conditions, and prepare for safety protection. S5: Construction implementation shall be carried out in the following order: surveying and setting out and structural verification → installation of lifting point beams, anchor distribution beams and embedded parts → installation and initial tensioning of limit steel strands → installation and positioning of cages → installation of winches and steering wheels → installation of pulley blocks → threading of lifting steel wire ropes → overall debugging and acceptance. S6: Monitoring and detection. During the vertical transportation operation in the shaft, the wire rope stress state, wear and broken wires, steel strand limit and guide state, travel limit, extreme limit, fall prevention limit, winch operating parameters and transportation load are monitored and detected in real time.

[0007] The information collection in step S1 includes: recording the name, quantity and dimensions of the equipment to be transported on each floor, calculating the maximum weight of a single transport, comparing it with the load capacity of the existing elevators, and determining the list of equipment that needs to be transported by hoisting using a shaft winch.

[0008] In step S2, the hoisting cage uses I-beams as the main load-bearing frame, with a rated load limit of 2.2t. The verification items include structural stress, comprehensive displacement, and support reactions, with the maximum stress not exceeding 116 N / mm². 2 The maximum comprehensive displacement is not greater than 4mm; the suspension beam is made of HW300×300 steel, and the verification items include bending and shear strength, overall stability, local stability and deflection, with the maximum deflection-to-span ratio not greater than 1 / 4000. In step S2, the shear wall end embedded parts adopt the form of post-expanded bottom anchor bolts. The bearing capacity is verified by converting them into pre-embedded anchor bars with equal diameter. The verification content includes the cross-sectional area of ​​the anchor bars, the anchorage length and the anchor bar spacing. Among them, the crane beam end embedded parts are equipped with 6 HRB400 anchor bars with a diameter of 16mm and an anchorage length of 520mm, which meets the bearing capacity requirements under the combined action of shear force and bending moment. In step S2, the limiting guide component is 1×7-15.2-1860 low-relaxation steel strand, and the initial tension is controlled at 5~10kN; the winch is selected with a rated lifting capacity of 5t, adopts double lifting rate, has a rope capacity of not less than 638m, the horizontal distance from the center line of the winch drum to the first steering pulley is not less than 15 times the width of the drum, and the wire rope skew angle does not exceed 2°; In step S2, the lifting wire rope is a 1770MPa grade steel core wire rope with a diameter of 16mm, a safety factor of not less than 6, and a minimum breaking tensile force of not less than 130.8kN. The total length of the wire rope includes the vertical section, the inclined section, and the horizontal section, and a safety number of turns, a margin, and the length of the pulley winding are reserved.

[0009] The calculation method for the hoisting cage in step S3 is as follows: Using the load limit weight W0 and the cage self-weight G0 as input parameters, the load combination is calculated according to the following formula (1): P = 1.2 × G0 + 1.4 × Q (1); Where P is the design load, G0 is the cage weight, and Q is the live load; The maximum stress of the main load-bearing component of the hoisting cage is calculated using the following formula (2): σ max =M max / (γ×W)(2; Where σ max For the maximum stress, M max γ is the design value of the maximum bending moment, γ is the plastic development coefficient, and W is the bending modulus. The reaction force at the support of the hoisting cage is solved using the static equilibrium equations, and σ is required. max ≤f (design value of material strength), and the support reaction force is less than the design value of the bearing capacity of the embedded part; The calculation method for the suspension beam in step S3 is as follows: The lifting beam is a simply supported beam model, bearing the concentrated load F transmitted by the lifting cage. The load combination is calculated according to formula (3): M d =1.3×M (Gk) +1.5×M (Qk) (3); V d =1.3×V (Gk) +1.5×V (Qk) (4); Where M d V is the design value for bending moment. d M is the design value of shear force. (Gk) V (Gk) M represents the standard values ​​of bending moment and shear force under dead load. (Qk) V (Qk) These are the standard values ​​of bending moment and shear force under live load. The maximum normal stress of the suspension beam is checked according to formula (5): σ=M (d,max) / (γ×W)≤f(5; The maximum shear stress is checked according to formula (6): τ=V(d,max)×S / (I×t w )≤fv(6; Where S is the area moment, I is the bending moment of inertia, and t w Where f is the web thickness, and f is the design value for tensile, compressive, and bending strength. v This is the design value for shear strength; The overall stability stress of the suspension beam is calculated according to formula (7): φ b =1.07-λ 2 / 44000×f y / 235(7; Where φ b λ is the overall stability coefficient, λ is the out-of-plane slenderness ratio, and f is the overall stability coefficient. y φ is the yield strength; when φb>1.0, take φ. b =1.0; Overall stability stress σ b =M (d,max) / (φ b ×W)≤f.

[0010] The calculation method for the embedded parts of the crane beam shear wall end and the embedded parts of the transfer platform shear wall in step S3 is as follows: The required cross-sectional area of ​​the straight anchor bar is calculated according to formulas (8) and (9), and the larger value is taken: A(s1) = V / (α) v ×α r ×f y )+N / (0.8×α b ×f y )+M / (1.3×α r ×f y ×z)(8; A(s2)=N / (0.8×α b ×f y )+M / (0.4×α r ×f y ×z)(9; Where V is the design value of shear force, N is the design value of axial force, M is the design value of bending moment, and α v α is the shear bearing capacity coefficient of the anchor plate. b α is the reduction factor for the bending deformation of the anchor plate. r f is the layer number influence coefficient. y is the design value of the tensile strength of the anchor bar, and z is the distance between the outermost anchor bars; The required area of ​​the actual anchor bars is As≥max(A(s1),A(s2)).

[0011] The shear bearing capacity coefficient α of the anchor plate v Calculate according to formula (10): α v =(4.0-0.08×d)×√(f c / f y (10); Where d is the diameter of the anchor bar, f c This is the design value for the axial compressive strength of concrete. The anchor plate bending deformation reduction coefficient α b Calculate according to formula (11): α b =0.6+0.25×t / d(11;t is the thickness of the anchor plate.

[0012] The calculation method for the initial tension of the limiting steel strand in step S3 is as follows: F0=f (pyk) ×A s ×k(12); Where F0 is the initial tension, f (pyk) A represents the standard value of the yield strength of steel strand. s is the nominal cross-sectional area of ​​the steel strand, and k is the tension coefficient, ranging from 0.1 to 0.3.

[0013] The method for selecting the winch in step S3 is as follows: The total lifting weight is calculated according to formula (13): G (total) =(G (cage) +G (material) +G (hook) +G (rope) )×K d (13); In the formula, G (total) G is the total lifting weight. (cage) For the weight of the cage, G (material) G represents the weight of the material. (hook) For the weight of the lifting gear, G (rope) K represents the weight of the wire rope. d This is the dynamic load factor; The rated lifting capacity of the winch must be ≥ G. (total) Furthermore, the winch's rope capacity must be greater than or equal to the total length of the required wire rope.

[0014] The method for selecting the wire rope in step S3 is as follows: The tension F in the wire rope (rope) Calculate according to formula (14): F (rope) =G(total) / n(14); Where n is the winch ratio; The required breaking strength of the wire rope is calculated according to formula (15): F (break,req) =F (rope) ×K s (15); Where K s The safety factor for the wire rope; The actual breaking strength F of the selected wire rope is required. (break,actual) ≥F (break,req) .

[0015] Step S6 monitoring and detection includes the following specific measures: Real-time monitoring of wire rope stress: Install a wire rope tension sensor, link it with the winch control system, set the rated tension ±10% as the alarm threshold, and automatically sound and light alarm when the threshold is exceeded and lock the winch start and stop function. Online monitoring of wear and broken wires: Install wire rope online flaw detectors at the guide wheel and the rope entry and exit points of the wire rope to detect wire breakage, corrosion, and diameter reduction defects of the wire rope through the principle of electromagnetic induction; Precise monitoring of travel limit: Non-contact travel limit switches are installed at the top, bottom and key stopping positions of the shaft, with accuracy controlled within ±5mm. The travel limit signal is linked to the winch frequency converter. Redundant monitoring of limit switches: A mechanically forced limit switch is set outside the travel limit switch, and a limit switch status monitoring camera is installed; Fall protection limit emergency monitoring: The cage is equipped with a fall protection safety device that is linked to the status of the winch wire rope. When the tension of the winch wire rope drops suddenly, the fall protection safety device will automatically lock onto the fall protection steel strand in the shaft. Winch operating parameter monitoring: Install brake clearance sensor, braking torque monitor, current and speed sensor and vibration sensor; Precise monitoring of transport load: An overload limiter is installed at the bottom of the transport platform to display the load value in real time. It will automatically alarm when the load exceeds 10% and force a shutdown when the load exceeds 15%.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. This invention provides a complete closed-loop management method from information collection and mechanical calculation to construction implementation and monitoring, solving the problem of lack of systematic technical solutions for vertical transportation in shafts of super high-rise building extension projects.

[0017] 2. This invention provides detailed data support and implementation standards for on-site transportation operations through systematic mechanical calculations of all aspects, including the hoisting cage, hoisting beam, embedded parts, transfer platform, limiting steel strand, winch selection, and wire rope selection, ensuring that all load-bearing components meet safety requirements.

[0018] 3. This invention effectively solves the problem of limited transportation height in single shafts of super high-rise buildings by selecting two existing elevator shafts to be responsible for transportation in different sections (e.g., the first shaft is responsible for the lower section and the second shaft is responsible for the upper section), thereby improving transportation efficiency.

[0019] 4. This invention comprehensively ensures the safety of vertical transportation operations in the shaft through multiple measures, including real-time monitoring of wire rope tension, online flaw detection of worn and broken wires, redundant setting of travel limit and ultimate limit, linkage of anti-fall safety device, monitoring of winch operating parameters, and precise monitoring of transport load.

[0020] 5. This invention addresses the problem of unclear shaft structure status after long-term shutdown. Through on-site condition verification and structural calculation, it ensures safe vertical transportation operations under existing shaft conditions. It is applicable to continued construction projects where the exterior curtain wall is closed and tower crane hoisting is not feasible. Attached Figure Description

[0021] Figure 1 This is a flowchart of the elevator shaft vertical transportation method of the present invention; Figure 2 This is a schematic diagram of the shaft layout of the present invention; Figures 3 to 5 This is a calculation modeling and analysis diagram of the hoisting cage of the present invention; Figure 6 and Figure 7 This is a layout diagram of the 96-layer suspension beam and upper anchorage distribution beam of the present invention; Figure 8 and Figure 9 This is a schematic diagram of the winch arrangement of the present invention; Figures 10 to 13 This is a layout diagram of the elevator parking platform of the present invention; Figure 14 and Figure 15 This is a schematic diagram of the arrangement of the limiting steel strands of the present invention; Figure 16 This is a diagram showing the positioning of the anchorage distribution beam of the present invention; Figures 17 to 22 This is a layout diagram of the telescopic platform of the present invention. Detailed Implementation

[0022] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0023] like Figures 1 to 22As shown in this embodiment, a method for vertical transportation of elevator shafts in super high-rise building extension projects is introduced. Starting with the current transportation status, mechanical calculations, and collection and statistics of information on large 32 pieces of equipment, the method extends to the completion of the operation and data archiving, achieving closed-loop management of the entire shaft transportation process. Equipment information and mechanical calculations provide detailed data and implementation standards for on-site transportation operations. Shaft transportation ensures the efficient flow of on-site construction materials and equipment. After the operation is completed, a full-chain technical document encompassing testing, operation and maintenance, and control is compiled for final acceptance and archiving. The entire process is based on on-site control data, driving and connecting all aspects of the shaft transportation process.

[0024] S1, Information Gathering By analyzing the dimensions and load capacity of the elevator tower and the 39 existing elevators, the largest load capacity elevator, TS-2, is 4.2t, which cannot meet the transportation requirements of some large equipment and large pipelines. Since the exterior curtain wall of this project is already enclosed, some equipment cannot be hoisted using a tower crane. Therefore, it is proposed to use elevator shaft winches for the transportation of large equipment in this project. Table 1 lists the large equipment.

[0025] According to the statistics in Table 1, the maximum single transport weight of equipment and materials (mainly disassembled sections of air conditioning units, duct insulation cotton, steel brackets, etc.) using shaft transportation is 1.38T (including pallets), which is less than the rated load capacity of the shaft cage of 2.2T.

[0026] S2, Shaft Selection Based on on-site inspection, and under the premise of minimizing the impact on early construction and transportation, the existing elevator shafts TP-S-3 and 4, located at the intersection of axes 1-R to 1-Q and T1-8, were selected as the temporary vertical transportation shafts #1 and #2 for this plan. The dimensions of each shaft are 2800mm * 2750mm. Materials and equipment will be transported vertically from -1 floor to the 56th floor via shaft #1, and from the 56th floor to the 94th floor via shaft #2. Figure 2 As shown.

[0027] S3: Mechanical Calculations Calculations are performed on key components on site, such as the lifting point beam, the hoist cage, the embedded parts at the end of the shear wall of the crane beam, the main beam of the transfer platform, and the shear wall of the transfer platform. This is the theoretical basis for ensuring the smooth implementation of elevator shaft transportation.

[0028] Calculation of the lifting cage: The lifting cage uses 14# I-beams as the main load-bearing components. The load limit is 2.2t. The cage is 2200mm long, 2500mm wide, and 3780mm high. Dead load: self-weight, self-weight coefficient 1.0. Live load: line load; load combination factor: 1.2x dead load + 1.4x live load; e.g. Figures 3-5As shown; the maximum stress is 116 N / mm²; the maximum combined displacement is 4 mm; and the maximum support reaction force is 19.4 kN, all of which meet the construction conditions.

[0029] Calculation of the lifting beam: The beam's self-weight is automatically calculated, with a self-weight magnification factor of 1.20. Material properties: Q235; elastic modulus E = 206000MPa; shear modulus G = 79000MPa; mass density ρ = 7850kg / m³. 3 Linear expansion coefficient α = 12 x 10⁻⁶ / °C; Poisson's ratio ν = 0.30; Yield strength fy = 235 MPa; Design values ​​of tensile, compressive, and flexural strength f = 215 MPa; Design value of shear strength fv = 125 MPa Cross-sectional parameters: HW300X300; symmetrical cross-section; cross-sectional area A=11845mm² 2 Self-weight W = 0.911 kN / m; Area moment S = 732375 mm 3 Bending moment of inertia I = 200100000 mm 4 Flexural modulus W = 1334000 mm 3 Plasticity development coefficient γ = 1.05.

[0030] Load information: Live load, concentrated force, 50.00kN, load location: 1.40m from the left end.

[0031] Combined information 1. Combination of internal forces and working conditions: (1) Dead load working condition; (2) Live load working condition; (3) 1.3 dead load + 1.5 live load.

[0032] 2. Deflection combination and working conditions: (1) Dead load condition; (2) Live load condition; (3) 1.0; Dead + 1.0 Live; Anchor bar cross-sectional area verification: (1) Anchor plate shear bearing capacity coefficient α v Calculated according to concrete specification 9.7.2-5:

[0033] (2) Anchor plate bending deformation reduction coefficient α b : Calculated according to concrete specification 9.7.2-6:

[0034] (3) Verification of the area of ​​straight anchor bars: Under the combined action of shear force, normal tensile force, and bending moment, the calculated cross-sectional area of ​​the straight anchor bar is determined according to the concrete code. Take the larger value:

[0035] =210.05mm 2 ; ; Calculate the area = max{210.05, 2.76} = 210.05 mm 2 ; Actual area A of straight anchor bars s =6×π×(16 / 2)2=1206.37mm 2 ≥210.05mm 2 The satisfaction coefficient = 1206.37 ÷ 210.05 = 5.74 satisfies the anchorage length. According to the concrete specification, the anchorage length la of the tensioned straight anchor bar is: ; According to the concrete specification, the anchorage length of the shear-strength straight anchor bar la is: la≥15d=15×16=240mm; The anchorage length of the straight anchor bar is la = max{514, 240} = 514 mm; the actual anchorage length is taken as 520 mm. Construction requirements (1) Anchor bar spacing b, b1 and distances from anchor bars to the edge of the component c, c1: According to concrete specifications: b, c ≥ max{3d, 45} = 48mm For a shear member, b1 and c1 ≥ max{6d, 70} = 96 mm, and b and b1 ≤ 300 mm. Therefore: 300mm≥b=200mm≥48mm meets the requirements; 300mm≥b1=200mm≥96mm meets the requirements; c≥48mm, c1≥96mm; (2) Anchor plate: According to concrete specifications, the distance from the center of the outermost anchor bar to the edge of the anchor plate should be ≥max{2d,20}=32mm. 1) Width B = 350mm ≥ Bmin = 32 × 2 + 200 × (2 - 1) = 264mm meets the requirements; 2) Height H = 480mm ≥ Hmin = 32 × 2 + 200 × (3 - 1) = 464mm, which meets the requirements; According to concrete specifications, the thickness of the anchor plate should not be less than 0.6 times the diameter of the anchor bar, and the thickness of the anchor plate for embedded parts subjected to tension and bending should be greater than b / 8. 3) Thickness t=25mm ≥ tmin=max{0.6d,b / 8}=25mm meets the requirements; (3) Welds: According to the requirements of specification 9.7.1, the diameter of the anchor bar d≤20mm, and pressure submerged arc welding should be used; when manual welding is used, the weld height should not be less than max{6,0.6d}=9.6mm.

[0036] Anchor bar cross-sectional area verification (1) Anchor plate shear bearing capacity coefficient α v : Calculated according to concrete specifications: ; (2) Anchor plate bending deformation reduction coefficient α b Calculated according to concrete specifications: ; (3) Calculation of the area of ​​straight anchor bars: Under the combined action of shear force, normal tension and bending moment, the calculated cross-sectional area of ​​straight anchor bars shall be in accordance with the concrete specification. The larger value:

[0037] =99.61mm 2

[0038] ; Calculate the area = max{99.61, 4.41} = 99.61 mm 2 The actual area of ​​the straight anchor bar, As = 4 × π × (16 / 2)² = 804.25 mm² ≥ 99.61 mm. 2 ; Satisfaction coefficient = 804.25 ÷ 99.61 = 8.07 satisfies the anchorage length: According to concrete specifications, the anchorage length la of tension-stretched anchor bars is: ; According to the concrete specification, the shear anchorage length la of the straight anchor bar is: la≥15d=15×16=240mm; the straight anchorage length la=max{514,240}=514mm; the actual anchorage length is taken as 520mm. Anchor bar spacing b, b1 and distances from anchor bars to the edge of the component c, c1: According to concrete specifications: b, c ≥ max{3d, 45} = 48mm; For shear members, b1 and c1 ≥ max{6d, 70} = 96 mm, and b and b1 ≤ 300 mm; 300mm≥b=120mm≥48mm meets the requirements; 300mm≥b1=250mm≥96mm meets the requirements; c≥48mm, c1≥96mm; (2) Anchor plate: According to the requirements of concrete specification 9.7.4, the distance from the center of the outermost anchor bar to the edge of the anchor plate is ≥max{2d,20}=32mm; 1) Width B = 200mm ≥ Bmin = 32 × 2 + 120 × (2 - 1) = 184mm meets the requirements; 2) Height H = 320mm ≥ Hmin = 32 × 2 + 250 × (2 - 1) = 314mm meets the requirements; According to the concrete specification 9.7.1, the thickness of the anchor plate should not be less than 0.6 times the diameter of the anchor bar, and the thickness of the anchor plate for embedded parts under tension and bending should be greater than b / 8. 3) Thickness t=16mm≥tmin=max{0.6d,b / 8}=15mm meets the requirements; (3) Welds: According to the requirements of specification 9.7.1, the diameter of the anchor bar d≤20mm, and pressure submerged arc welding should be used.

[0039] When manual welding is used, the weld height should not be less than max{6,0.6d}=9.6mm; Tensioning calculation for limiting steel strands: The core principle for calculating the initial tension of vertical transport limiting steel strand is to ensure "no slack and no excessive prestress." It is recommended that the initial tension of the steel strand be 10kN, and that a low-slack steel strand with a diameter of 1×7-15.2-1860 be used. Core formula: F0 = f pyk ×A s ×(0.2~0.3); F0 is the initial tension (kN); f pyk The standard value of the yield strength (MPa) of steel strand is usually taken as 85% of the tensile strength; A s Nominal cross-sectional area of ​​steel strand (mm²) 2 Coefficient (0.1~0.2): Ensures tension is maintained without slack and without excessive prestress. Calculation: Using 1×7-15.2-1860 steel strand, f_pyk = 1860 × 0.85 ≈ 1581 MPa, A_s = 140 mm. 2 ;F0=1581×140×0.25÷1000≈55.3kN This calculated value (55.3kN) is much higher than the commonly used range of 5-10kN in engineering practice. The reason is as follows: the steel strand of the limit device is a control type rather than a load-bearing type, and the required tension is relatively small. The industry experience value of 5-10kN has been verified to meet the requirements of "tight tension without slack and no slippage".

[0040] Winch selection calculation: The lifting cage in this plan weighs 698 kg, the material weighs 2.2 t, and the maximum lifting height is 276.88 m from the -1st floor to the 56th floor. The lifting gear weighs approximately 650 kg, with a dynamic load factor of 1.1. A double-ratio winch with a lifting capacity of 5 tons is selected to meet the requirements, as shown in Table 2 below.

[0041] The winch has a load capacity of 10t at a 2x ratio, and the rope capacity after modification is at least 700 meters, which meets the on-site hoisting requirements.

[0042] Calculation of the length from the horizontal guide wheel of the winch to the winch: The distance from the fixed position of the winch (center line of the drum) to the first steering pulley (guide wheel). The core standard is: for grooved drums, the length is ≥ 15 times the width of the drum; for ungrooved (smooth) drums, the length is ≥ 20 times the width of the drum. At the same time, it is necessary to ensure that the pulley axis is perpendicularly aligned with the drum axis, and the skew angle is no more than 2° (grooved) / 1.5° (ungrooved) to prevent the wire rope from getting tangled, worn, and unevenly abraded.

[0043] This project uses a grooved drum. The distance between the 57-story winch and the guide wheel is 17m, and the distance between the 94-story winch and the guide wheel is 13m. The drum width is 0.64m * 15 = 9.6m, which meets the requirements.

[0044] Structural review revealed the absence of floor live load design specifications in the drawings. The review was conducted based on the structural beams; the hoist on the 57th floor is positioned on the T-GL3A frame beam with a cross-section of H596*199*11*15 mm, a span of 8450 mm, and is made of Q345B steel. The 94M-story winch is placed on the T-GL3 frame beam with a cross-section of H582*300*12*17. The span is 8200mm; a 57-story structural beam is selected for verification. The winch weight is taken as 10t.

[0045] The review concluded that the winch meets the load-bearing requirements. Considering the floor load, it is recommended that heavy objects not be piled up around the winch to ensure that the structure is not affected by external forces.

[0046] S4: Pre-construction preparation 1. Prepare the winch; 2. Technical parameters of the hoisting cage: The hoisting cage is made of structural steel with dimensions of 2200mm*2500mm*3780mm and a clearance of 3500mm, as shown in Table 3 below;

[0047] 3. On-site condition verification; (1) Verification of shaft dimensions and structure. Verify that the net depth of the shaft is 2.8m to 3.1m, and that the vertical lines of the structural edges at the exits of each floor are on the same vertical line, as shown in Table 4 below:

[0048] (2) The location of the hoisting point hole should avoid the structural beam. The size of the duct opening at the outlet of hoisting shaft No. 2 on the 56th floor should be temporarily sealed with a load-bearing seal to cover the load during equipment transfer.

[0049] (3) Clean up the materials on site and reserve a material storage area. Clean up and verify the openings and winch installation positions required for hoisting on the 96th floor, 94M floor, 56th floor, 57th floor, 59th floor and -1st floor, the position of the steering wheel, and the position of the horizontal steel wire rope from the steering wheel to the winch.

[0050] (4) To meet the installation and normal use of the hoistway transportation system, a dedicated power distribution box that meets safety requirements shall be provided. The current of the power supply fuse shall be 1.5-2 times the rated current of the tower crane, and the fluctuation of the working power supply voltage shall not exceed 5%. The dedicated power supply box of the tower crane shall be powered according to the three-level power distribution principle. The dedicated power supply box shall be placed near the winch, at a distance of no more than 35 meters. The cable specifications shall be determined according to the specific winch model and manufacturer requirements. If the incoming line is far away, please increase the power cable specifications appropriately.

[0051] (5) The installation area shall be cordoned off with warning lines and hard protection. A dedicated person shall be assigned to guard the area and a safety officer shall be present. Before the installation work, a targeted joint safety and technical briefing shall be conducted for the signalman, crane operator, winch operator, installer and other relevant personnel in accordance with the instruction manual, this plan or relevant supplementary materials.

[0052] S5: On-site construction steps; Measurement and layout, structural verification → Transportation of installation materials and equipment to the corresponding floors via existing construction elevators → Installation of 96th and 59th floor hoisting beams, upper anchor distribution beams and embedded parts, and upper anchor installation → Installation of 94th and 56th floor elevator stop platforms and embedded parts → Installation of 55th and -2nd floor lower anchor distribution beams and embedded parts, and lower anchor installation → Installation and initial tensioning of limit steel strands in shafts #1 and #2 → Installation of steel strand positioning clamps and embedded parts for each floor → Installation and positioning of hoisting cages in shafts #1 and #2 → Installation of winches and steering wheels in shafts #94M and #57 → Installation of hoisting points and pulley blocks in shafts #96 and #59 → Threading of hoisting steel wire ropes → Overall commissioning, self-acceptance and handover acceptance.

[0053] Installation of lifting point beams, anchorage distribution beams, and embedded parts; it is planned to arrange lifting point beams and upper anchorage distribution beams on the 96th and 59th floors, as shown in the layout diagram. Figures 6-7 As shown.

[0054] The winches and steering wheels are planned to be installed on the 94M and 57th floors. The layout diagram is as follows. Figures 8-9 .

[0055] The elevator stop platform is planned to be located on the 56th floor and the -1st floor. Figures 10-13 As shown; the arrangement of the limiting steel strands is as follows: Figure 14 -to Figure 15 As shown; The anchorage distribution beam and anchorage construction plan proposes to install anchorages on steel strands at the 96th and 59th floors, and lower anchorages at the 55th and -1st floors. The anchorages will be fixed to the anchorage distribution beam, which will be secured to the shear wall and floor slab via embedded parts. Figure 16 As shown.

[0056] Telescopic Platform Layout: Access to and from the hoistway for equipment and pipelines is a challenging aspect of hoistway transportation. The platform needs to be easy to disassemble and reassemble, while ensuring safety and facilitating the transport of equipment and materials between floors. A telescopic unloading platform is installed on the 56th floor. The platform uses prefabricated CNG series telescopic platforms. For other floors, electric pallet jacks and pallets are used for horizontal access and transfer. Considering the rebound of the hoisting wire rope during unloading, during the handover, after the forklift contacts the load-bearing pallet, the forks should be raised slowly, and the pallet and materials should only be moved horizontally after the pallet has completely detached from the hoisting cage. Figures 17-22 As shown. Zhongli RPL201E electric pallet truck.

[0057] S6: Monitoring and Inspection. Special monitoring measures for wire ropes. Wire ropes are the core load-bearing components of winch transportation, and their condition directly determines operational safety. Real-time monitoring and regular inspections are required for dual control.

[0058] The system monitors stress conditions in real time by installing wire rope tension sensors that are linked to the winch control system. It displays the tension values ​​of single or multiple wire ropes in real time, and sets an alarm threshold of ±10% of the rated tension. When the threshold is exceeded, an automatic audible and visual alarm is triggered, and the winch's start / stop function is locked. A stress-strain data acquisition instrument is used to collect data 24 hours a day from stress concentration points such as the wire rope anchorage and guide wheel contact section. The data is synchronously uploaded to the smart construction site platform, and abnormal data is automatically marked and pushed to the management personnel's terminal.

[0059] Online monitoring of wear and broken wires is implemented. Online wire rope flaw detectors are installed at the guide pulleys and rope entry / exit points of the wire rope drum. Using electromagnetic induction, they detect defects such as broken wires, corrosion, and reduced diameter in the steel strands. When the degree of defect reaches the limits specified in GB / T5972 ("Maintenance, Upkeep, Installation, Inspection and Scrapping of Wire Ropes for Lifting Machinery"), the system automatically triggers a shutdown command. A dedicated safety officer conducts a visual inspection before each shift, focusing on whether the anchoring clamps of the steel strands are loose, and whether there are obvious broken wires or deformations. Inspection records are kept and signed for confirmation.

[0060] The system monitors the limit and guide status of the steel strands by installing steel strand tension sensors to display the tension values ​​of single or multiple steel strands in real time. It sets the rated tension ±10% as the alarm threshold, and automatically triggers an audible and visual alarm and locks the winch start / stop function when the threshold is exceeded. It also uses a stress-strain acquisition instrument to collect data 24 hours a day from stress concentration points such as the anchoring end of the steel strands and the contact section of the guide wheel. The data is uploaded synchronously, and abnormal data is automatically marked and pushed to the management terminal.

[0061] Online monitoring of worn wire breakage Online wire rope flaw detectors are installed at the guide wheel and the rope entry / exit points of the steel strand. The electromagnetic induction principle is used to detect defects such as broken wires, corrosion, and reduced diameter of the steel strand. When the degree of defect reaches the limit of GB / T5972 "Maintenance, Upkeep, Installation, Inspection and Scrapping of Steel Wire Ropes for Lifting Machinery", the system automatically triggers a stop command.

[0062] Precise monitoring of travel limits Non-contact travel limit switches (such as laser rangefinders) are installed at the top and bottom of the shaft and at each key stopping point to replace traditional mechanical limit switches and avoid limit failure due to collision or wear; the sensor accuracy needs to be controlled within ±5mm to ensure accurate stopping of the transport platform.

[0063] The travel limit signal is linked to the winch frequency converter. When the platform approaches the limit position, the winch automatically decelerates (to below 30% of the rated speed) and is forced to stop when it reaches the limit position.

[0064] Redundant monitoring of limit switches is implemented, with mechanically forced limit switches installed outside the travel limit switches (within 500mm of overtravel) as a final safety barrier. The triggering force of these switches must be greater than the braking force of the winch brake to ensure that even if the electrical system fails, the platform can be forcibly stopped by mechanical obstruction. Limit switch status monitoring cameras are installed to monitor the real-time operation of the travel and limit switches, preventing them from being obstructed by foreign objects or malfunctioning due to human intervention. The images are simultaneously transmitted to the operator's room and monitoring center.

[0065] For fall protection limit emergency monitoring, the hoist cage must be equipped with a fall protection safety device, which is linked to the status of the winch wire rope. When the tension of the winch wire rope drops suddenly (indicating a rope breakage), the fall protection safety device will automatically lock onto the fall protection steel strand in the hoistway.

[0066] Measures for monitoring winch operating parameters: The status of the winch's braking and transmission systems directly affects transportation safety, and closed-loop monitoring of core parameters is required.

[0067] The winch brake is equipped with a brake clearance sensor and a braking torque monitor to monitor the brake pad clearance in real time (alarm when the clearance exceeds 0.5mm) and the braking torque value (shutdown when it is below 90% of the rated value).

[0068] The control room is equipped with brake status indicator lights to visually display the brake's closed and open status; a no-load braking test is conducted before each shift, and the braking distance is recorded; any abnormalities are immediately repaired.

[0069] Motor and transmission system monitoring: Current and speed sensors are installed on the motor to monitor the operating current and speed in real time. When the current fluctuates abnormally (exceeding 15% of the rated current) or the speed becomes unstable, the system automatically alarms and shuts down to investigate problems such as overload and wear of transmission gears. Vibration sensors are installed on components such as drum bearings and reducers. Vibration frequency analysis is used to identify potential equipment failures, provide early warnings for maintenance, and avoid sudden shutdowns.

[0070] Accurate monitoring of transport loads is achieved by installing an overload limiter at the bottom of the transport platform, which displays the load value in real time. An automatic alarm is triggered when the load exceeds 10%, and the machine is forced to stop when the load exceeds 15%. The overload limiter is calibrated once a week to ensure accuracy. Transporting oversized or overweight materials is strictly prohibited. The bundled state of materials must be within the visible range of the control room. If necessary, material attitude sensors are installed to prevent material deviation from causing platform overload.

[0071] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method for vertical transportation in elevator shafts of super high-rise building extension projects, characterized in that: The method steps include: S1: Information collection, collecting the dimensions and load parameters of existing formal elevators and access towers in the continued construction project, compiling information on large equipment and materials that need to be vertically transported through the shaft, and determining the load requirements for vertical transportation through the shaft. S2: Shaft selection. Based on the transportation load requirements determined in step S1 and the existing elevator shaft conditions on site, at least two existing elevator shafts are selected as temporary vertical transportation shafts. The first shaft is used for the lower section transportation, and the second shaft is used for the upper section transportation, forming a segmented relay transportation system. S3: Mechanical calculation, performing mechanical calculations on each load-bearing component in the shaft vertical transportation system, including the cage, lifting point beam, crane beam shear wall end embedded parts, transfer platform main beam, transfer platform shear wall embedded parts, limit steel strand and winch selection; S4: Pre-construction preparation, based on the mechanical calculation results of step S3, to select and prepare the winch, fabricate the cage, verify the site conditions, and prepare for safety protection. S5: Construction implementation shall be carried out in the following order: surveying and setting out and structural verification → installation of lifting point beams, anchor distribution beams and embedded parts → installation and initial tensioning of limit steel strands → installation and positioning of cages → installation of winches and steering wheels → installation of pulley blocks → threading of lifting steel wire ropes → overall debugging and acceptance. S6: Monitoring and detection. During the vertical transportation operation in the shaft, the wire rope stress state, wear and broken wires, steel strand limit and guide state, travel limit, extreme limit, fall prevention limit, winch operating parameters and transportation load are monitored and detected in real time.

2. The method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 1, characterized in that: The information collection in step S1 includes: recording the name, quantity and dimensions of the equipment to be transported on each floor, calculating the maximum weight of a single transport, comparing it with the load capacity of the existing elevators, and determining the list of equipment that needs to be transported by hoisting using a shaft winch.

3. The method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 1, characterized in that: In step S2, the hoisting cage uses I-beams as the main load-bearing frame, with a rated load limit of 2.2t. The verification items include structural stress, comprehensive displacement, and support reactions, with the maximum stress not exceeding 116 N / mm². 2 The maximum comprehensive displacement is not greater than 4mm; the suspension beam is made of HW300×300 steel, and the verification items include bending and shear strength, overall stability, local stability and deflection, with the maximum deflection-to-span ratio not greater than 1 / 4000. In step S2, the shear wall end embedded parts adopt the form of post-expanded bottom anchor bolts. The bearing capacity is verified by converting them into pre-embedded anchor bars with equal diameter. The verification content includes the cross-sectional area of ​​the anchor bars, the anchorage length and the anchor bar spacing. Among them, the crane beam end embedded parts are equipped with 6 HRB400 anchor bars with a diameter of 16mm and an anchorage length of 520mm, which meets the bearing capacity requirements under the combined action of shear force and bending moment. In step S2, the limiting guide component is 1×7-15.2-1860 low-relaxation steel strand, and the initial tension is controlled at 5~10kN; the winch is selected with a rated lifting capacity of 5t, adopts double lifting rate, has a rope capacity of not less than 638m, the horizontal distance from the center line of the winch drum to the first steering pulley is not less than 15 times the width of the drum, and the wire rope skew angle does not exceed 2°; In step S2, the lifting wire rope is a 1770MPa grade steel core wire rope with a diameter of 16mm, a safety factor of not less than 6, and a minimum breaking tensile force of not less than 130.8kN. The total length of the wire rope includes the vertical section, the inclined section, and the horizontal section, and a safety number of turns, a margin, and the length of the pulley winding are reserved.

4. A method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 1, characterized in that: The calculation method for the hoisting cage in step S3 is as follows: Using the load limit weight W0 and the cage self-weight G0 as input parameters, the load combination is calculated according to the following formula (1): P = 1.2 × G0 + 1.4 × Q (1) Where P is the design load, G0 is the cage weight, and Q is the live load; The maximum stress of the main load-bearing component of the hoisting cage is calculated using the following formula (2): s max =M max / (γ×W) (2); Where σ max For the maximum stress, M max γ is the design value of the maximum bending moment, γ is the plastic development coefficient, and W is the bending modulus. The reaction force at the support of the hoisting cage is solved using the static equilibrium equations, and σ is required. max ≤f (design value of material strength), and the support reaction force is less than the design value of the bearing capacity of the embedded part; The calculation method for the suspension beam in step S3 is as follows: The lifting beam is a simply supported beam model, bearing the concentrated load F transmitted by the lifting cage. The load combination is calculated according to formula (3): M d =1.3×M (Gk) +1.5×M (Qk) (3); In d =1.3×V (Gk) +1.5×V (Qk) (4); Where M d V is the design value for bending moment. d M is the design value of shear force. (Gk) V (Gk) M represents the standard values ​​of bending moment and shear force under dead load. (Qk) V (Qk) These are the standard values ​​of bending moment and shear force under live load. The maximum normal stress of the suspension beam is checked according to formula (5): σ=M (d,max) / (γ×W)≤f (5); The maximum shear stress is checked according to formula (6): τ=V(d,max)×S / (I×t w )≤fv (6); Where S is the area moment, I is the bending moment of inertia, and t w Where f is the web thickness, and f is the design value for tensile, compressive, and bending strength. v This is the design value for shear strength; The overall stability stress of the suspension beam is calculated according to formula (7): f b =1.07-l 2 / 44000×f y / 235 (7); Where φ b λ is the overall stability coefficient, λ is the out-of-plane slenderness ratio, and f is the overall stability coefficient. y φ is the yield strength; when φb>1.0, take φ. b =1.0; Overall stability stress σ b =M (d,max) / (φ b ×W)≤f.

5. A method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 4, characterized in that: The calculation method for the embedded parts of the crane beam shear wall end and the embedded parts of the transfer platform shear wall in step S3 is as follows: The required cross-sectional area of ​​the straight anchor bar is calculated according to formulas (8) and (9), and the larger value is taken: A(s1)=V / (α v ×α r ×f y )+N / (0.8×α b ×f y )+M / (1.3×α r ×f y ×z)(8); A(s2)=N / (0.8×α b ×f y )+M / (0.4×α r ×f y ×z) (9); Where V is the design value of shear force, N is the design value of axial force, M is the design value of bending moment, and α v α is the shear bearing capacity coefficient of the anchor plate. b α is the reduction factor for the bending deformation of the anchor plate. r f is the layer number influence coefficient. y is the design value of the tensile strength of the anchor bar, and z is the distance between the outermost anchor bars; The required area of ​​the actual anchor bars is As≥max(A(s1),A(s2)).

6. A method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 5, characterized in that: The shear bearing capacity coefficient α of the anchor plate v Calculate according to formula (10): a v =(4.0-0.08×d)×√(f c / f y ) (10); Where d is the diameter of the anchor bar, f c This is the design value for the axial compressive strength of concrete. The anchor plate bending deformation reduction coefficient α b Calculate according to formula (11): α b =0.6+0.25×t / d (11;t is the thickness of the anchor plate.

7. A method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 1, characterized in that: The calculation method for the initial tension of the limiting steel strand in step S3 is as follows: F0=f (pyk) ×A s ×k (12); Where F0 is the initial tension, f (pyk) A represents the standard value of the yield strength of steel strand. s is the nominal cross-sectional area of ​​the steel strand, and k is the tension coefficient, ranging from 0.1 to 0.

3.

8. A method for vertical transportation in elevator shafts of super high-rise building extension projects according to claim 1, characterized in that: The method for selecting the winch in step S3 is as follows: The total lifting weight is calculated according to formula (13): G (total) =(G (cage) +G (material) +G (hook) +G (rope) )×K d (13); In the formula, G (total) G is the total lifting weight. (cage) For the weight of the cage, G (material) G represents the weight of the material. (hook) For the weight of the lifting gear, G (rope) K represents the weight of the wire rope. d This is the dynamic load factor; The rated lifting capacity of the winch must be ≥ G. (total) Furthermore, the winch's rope capacity must be greater than or equal to the total length of the required wire rope.

9. A method for vertical transportation in elevator shafts of a super high-rise building extension project according to claim 8, characterized in that: The method for selecting the wire rope in step S3 is as follows: The tension F in the wire rope (rope) Calculate according to formula (14): F (rope) =G (total) / n (14); Where n is the winch ratio; The required breaking strength of the wire rope is calculated according to formula (15): F (break,req) =F (rope) ×K s (15); Where K s The safety factor for the wire rope; The actual breaking strength F of the selected wire rope is required. (break,actual) ≥F (break,req) .

10. A method for vertical transportation in elevator shafts of a super high-rise building extension project according to claim 1, characterized in that: Step S6 monitoring and detection includes the following specific measures: Real-time monitoring of wire rope stress: Install a wire rope tension sensor, link it with the winch control system, set the rated tension ±10% as the alarm threshold, and automatically sound and light alarm when the threshold is exceeded and lock the winch start and stop function. Online monitoring of wear and broken wires: Install wire rope online flaw detectors at the guide wheel and the rope entry and exit points of the wire rope to detect wire breakage, corrosion, and diameter reduction defects of the wire rope through the principle of electromagnetic induction; Precise monitoring of travel limit: Non-contact travel limit switches are installed at the top, bottom and key stopping positions of the shaft, with accuracy controlled within ±5mm. The travel limit signal is linked to the winch frequency converter. Redundant monitoring of limit switches: A mechanically forced limit switch is set outside the travel limit switch, and a limit switch status monitoring camera is installed; Fall protection limit emergency monitoring: The cage is equipped with a fall protection safety device that is linked to the status of the winch wire rope. When the tension of the winch wire rope drops suddenly, the fall protection safety device will automatically lock onto the fall protection steel strand in the shaft. Winch operating parameter monitoring: Install brake clearance sensor, braking torque monitor, current and speed sensor and vibration sensor; Precise monitoring of transport load: An overload limiter is installed at the bottom of the transport platform to display the load value in real time. It will automatically alarm when the load exceeds 10% and force a shutdown when the load exceeds 15%.

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