Frame body stabilizing and stress counteracting structure for large-span horizontal warehouse prestressed arch slab cast-in-place construction

Abstract

The invention discloses a frame body stabilizing and stress counteracting structure for large-span horizontal warehouse prestressed arch slab cast-in-place construction. The frame body stabilizing and stress counteracting structure comprises a full framing, a jacking structure, a reverse pull rod structure and a disc buckle steel pipe back-jacking assembly. The full framing comprises a plurality of rows of vertical rods and a plurality of layers of horizontal rods vertically and horizontally connected with the vertical rods; a vertical reverse pull rod structure is additionally arranged on two layers of horizontal rods on the top between every two adjacent vertical rods in each row; the disc buckle steel pipe back-jacking assembly is arranged above the top-layer frame body of the full framing in a supported mode through a jacking structure. The jacking structure comprises a vertical adjustable U-shaped support and a U-shaped support main beam; the disc buckle steel pipe jacking assembly comprises a disc buckle steel pipe and adjustable bases arranged at the two ends of the disc buckle steel pipe. Each disc buckle steel pipe is transversely arranged on the upper side of the U-shaped supporting main beam in a supported mode, and the two ends of each disc buckle steel pipe abut against ring beams on the two sides of the flat warehouse through adjustable bases. The reverse pull rod structure limits deformation of the frame body through transverse pulling, the disc buckle steel pipe back-jacking assembly counteracts tension stress through rigid transmission, and a composite control system of rigid pulling and flexible counteracting is formed.

Description

Technical Field

[0001] The present invention belongs to the field of building construction technology, and in particular to a frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch panels of large-span bungalows, which is particularly suitable for bungalow projects that need to ensure the safety and airtightness requirements of the arch panel structure. Background Art

[0002] As the core form of storage buildings, large-span flat warehouses require extremely high construction accuracy and structural safety for their prestressed arch slab structures. Traditional prefabricated arch slab construction has the following prominent problems: 1. Difficulty in ensuring airtightness: Prefabricated arch panels must be hoisted and assembled in sections. Installation deviations (up to 10-20mm) at the joints can easily lead to substandard airtightness (Grade A grain storage standards require joint deviations of ≤2mm). According to the 2023 Technical Points for the Construction of High-Standard Grain Reserves, which stipulates that the pressure half-life of an empty controlled atmosphere storage tank in a flat warehouse should be no less than 300 seconds, and the "Technical Recommendations," which stipulate that the pressure half-life of 500Pa in an empty flat warehouse should not be less than 300 seconds, traditional prefabricated arch panels no longer meet the new airtightness regulations.

[0003] 2. Poor frame stability: During the cast-in-place prestressed arch slab construction, the top frame of the full-frame is easily affected by the tensile stress of the lower chord plate (single frame reaches 693kN) and is prone to horizontal displacement or local instability. Traditional ordinary steel pipes need to be densely arranged (spacing ≤ 100mm), which consumes a lot of steel pipes and has low installation efficiency.

[0004] 3. High risk of ring beam damage: The tensile stress is directly transmitted to the ring beam, which can easily cause the ring beam at the eaves to crack under tension. The subsequent repair cost is high and affects the durability of the warehouse.

[0005] Therefore, there is an urgent need for a construction structure that can improve the air tightness of the arch plate, the stability of the frame, effectively offset the tensile stress, and reduce the amount of materials used. Summary of the Invention

[0006] The technical problem to be solved by the present invention is to address the deficiencies of the above-mentioned prior art and to provide a frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch panels of large-span bungalow warehouses. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch panels of large-span bungalow warehouses solves the problems of poor frame stability, large amount of steel pipes and tensile stress damage to ring beams in the prior art through the coordinated design of reverse pull rods and disc-shaped steel pipe return tops, thereby achieving the high efficiency, stability and airtightness requirements of cast-in-place construction of arch panels.

[0007] In order to solve the above technical problems, the technical solution adopted by the present invention is: A frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs of large-span bungalow warehouses comprises a full-height frame, a top-supporting structure, a reverse tie rod structure and a coiled steel pipe top-returning assembly.

[0008] The full-hall frame consists of multiple rows of vertical poles and multiple layers of horizontal poles connected to them vertically and horizontally.

[0009] A vertical reverse pull rod structure is added to the top two layers of horizontal rods between each row of adjacent vertical poles.

[0010] The buckled steel pipe return top assembly is supported on the top frame of the full-height rack through a jacking structure.

[0011] The jacking structure includes a vertically adjustable U-support and a U-support main beam.

[0012] The buckle steel pipe return assembly comprises a buckle steel pipe and adjustable bases arranged at both ends of the buckle steel pipe.

[0013] Each coiled steel pipe is supported transversely on the upper side of the U-support main beam, and its two ends are fastened to the ring beams on both sides of the flat warehouse through adjustable bases.

[0014] Furthermore, the reverse pull rod structure includes a reverse pull rod and a right-angle fastener; the reverse pull rod is vertically connected to the center point of the top two layers of horizontal rods, and the connection is fixed by a right-angle fastener.

[0015] Furthermore, the reverse tie rods in each row are arranged with one span between them.

[0016] Furthermore, a vertically adjustable U-support is provided on each vertical pole, and each U-support main beam is supported longitudinally on the top ends of a plurality of vertically adjustable U-supports.

[0017] Furthermore, the connection between the U-support main beam and the top end of the vertically adjustable U-support is fixed by a right-angle fastener.

[0018] Furthermore, along the longitudinal span of the flat warehouse, the interlocking steel pipes are evenly arranged at equal intervals.

[0019] Furthermore, the spacing between the buckled steel pipes is set to match the spacing between the prestressed tendons.

[0020] Furthermore, the connections between the disc-shaped steel pipe and the upper side of the U-support main beam are fixed by right-angle fasteners.

[0021] Furthermore, it also includes a lower chord plate formwork support system and an upper chord plate formwork.

[0022] Among them, the lower chord plate formwork support system includes wooden squares laid on the coiled steel pipes and thick plywood laid on the wooden squares. Each wooden square is laid along the longitudinal direction, and each thick plywood is laid along the transverse direction.

[0023] Among them, the upper chord plate template adopts a special ship model, and multiple partitions are set under the special ship model. A row of flush reserved through holes are opened on the top side of each partition, and a prestressed steel bar is set on each reserved through hole; the prestressed steel bars are passed through the reserved through holes and exposed symmetrically at a certain distance on the left and right; two arch plate wood squares are symmetrically supported on the exposed prestressed steel bars on the left and right; the gap between the arch plate wood square and the special ship model is tightly fixed with wooden wedges; the junction between the lower chord plate template and the upper chord plate template is filled with 20mm thick foam board 15.

[0024] The present invention also provides a method for installing a frame stabilizing and stress-offsetting structure for cast-in-place construction of prestressed arch panels of large-span bungalow warehouses, comprising the following steps: Step 1: Set up the full-hall frame.

[0025] Step 2: Install the reverse pull rod structure.

[0026] Step 2.1, Position the reverse tie rod: On the top two horizontal bars between each row of adjacent vertical bars, mark the reverse tie rod installation positions correspondingly up and down to achieve vertical installation of the reverse tie rod.

[0027] Step 2.2: Fix the reverse tie rod: The reverse tie rod is vertically connected to the installation positions marked on the top two horizontal rods, and the connection is fixed with right-angle fasteners.

[0028] Step 2.3: Acceptance of the reverse tie rod structure: Check the verticality of the reverse tie rod and the horizontal rod and the tightness of the right-angle fasteners.

[0029] Step 3: Install the supporting structure.

[0030] Step 3.1. Arrangement of the U-support main beam on the vertically adjustable U-support: a vertically adjustable U-support is set on each vertical pole, and each U-support main beam is installed on the top of multiple vertically adjustable U-supports along the longitudinal direction.

[0031] Step 3.2, fix the U-support main beam on the vertically adjustable U-support: fix the U-support main beam and the top of the vertically adjustable U-support with right-angle fasteners to improve the installation stability of the top support structure.

[0032] Step 4: Install the buckled steel pipe back-to-top assembly.

[0033] Step 4.1. Arrangement of multiple interlocking steel pipes: Each interlocking steel pipe is supported transversely on the upper side of the U-support main beam; along the longitudinal span of the flat warehouse, the interlocking steel pipes are evenly arranged at equal intervals, and their spacing is set to match the prestressing spacing of the prestressed tendons.

[0034] Step 4.2: Install the adjustable bases one by one: Install the adjustable bases at both ends of the coiled steel pipes, and adjust the adjustable bases to press against the ring beams on both sides of the flat warehouse.

[0035] Step 4.3, fix the buckle steel pipes one by one: fix the connection between the buckle steel pipe and the U-support main beam with right-angle fasteners to improve the installation stability of the buckle steel pipe.

[0036] Step 4.4, Acceptance of the turnbuckle steel pipe top assembly: Check the connection firmness between each turnbuckle steel pipe and the U-support main beam, and measure the extension length of the adjustable base screw and the tightening force of the ring beam.

[0037] Step 5: Construction of formwork and arch panels.

[0038] Step 5.1. Set up the lower chord formwork support system: Lay wooden strips on the interlocking steel pipes, with each wooden strip laid in the longitudinal direction; lay thick plywood on the wooden strips, with each thick plywood laid in the transverse direction; the wooden strips and thick plywood laid in this way serve as the lower chord formwork support system.

[0039] Step 5.2, set up the upper chord template: the upper chord template uses a special ship model, and multiple partitions are set under the special ship model. A row of flush reserved through holes are opened on the top side of each partition, and prestressed steel bars are set on each reserved through hole in a one-to-one correspondence; the prestressed steel bars are passed through the reserved through holes and exposed symmetrically at a certain distance on the left and right; the arch board wood is symmetrically set on the exposed prestressed steel bars; the gap between the arch board wood and the special ship model is tightly fixed with wooden wedges; the junction between the lower chord template and the upper chord template is filled with 20mm thick foam board to ensure airtightness.

[0040] Step 5.3, prestressing tensioning: The prestressed arch slab is cast in situ. The lower chord slab is tensioned with CRB800 grade φR5 steel bars. The tensioning of a single bar is carried out in two steps. Concrete pouring is completed within 24 hours after tensioning.

[0041] Step 5.4, stress monitoring: By embedding strain gauges in the ring beam, the stress of the ring beam during the tensioning process is monitored in real time.

[0042] The present invention has the following beneficial effects: 1. During the splicing and installation of traditional prefabricated arch panels, it is difficult to ensure air tightness, and the new air tightness regulations cannot be met. Therefore, the arch panels of the bungalow warehouse in this application do not use traditional prefabricated arch panels that need to be hoisted and spliced in blocks, but adopt prestressed arch panel cast-in-place construction technology. This application reduces the lateral deformation of the top layer of the full-floor frame from 8mm to below 4.8mm through the reverse tie rod structure. At the same time, the overall anti-overturning coefficient of the frame is increased from 1.2 to 1.8 through the return of the disc-shaped steel pipe assembly, ensuring the safety of the frame during the cast-in-place construction process. The stability of the frame is improved through the coordinated design of the reverse tie rod-disc-shaped return top; the reverse tie rod structure limits the deformation of the frame through lateral tension, and the disc-shaped steel pipe return top assembly offsets the tensile stress through rigid transmission, forming a composite control system of "rigid tension + soft offset". Compared with the traditional single reinforcement method, the stability of the frame is improved by more than 50%. In addition, the reverse tie rods and coiled steel pipes are easy to install, and the installation time of a single frame is shortened from 2 hours to 1 hour, and the total construction period is shortened by 15% (about 7 days / warehouse), and the construction efficiency is further optimized.

[0043] 2. The buckle steel pipe return assembly has a stress offset mechanism. It tightens the ring beams on both sides through the screws of the adjustable base. The screw extension length is ≤200mm, and the tightening force is ≥10kN. At the same time, the high rigidity of the buckle steel pipe is used to evenly transfer the tensile stress to the ring beam to avoid local stress concentration. According to monitoring, the maximum tensile stress of the ring beam is ≤10kN, which is lower than the design allowable value of 11.55kN. This improves structural safety, avoids cracking of the ring beam, and extends the service life of the warehouse. Among them, the adjustable base realizes precise stress transmission: through the adjustable base (adjustment accuracy of ±2mm), close contact between the buckle steel pipe and the ring beam is achieved, ensuring uniform distribution of tensile stress (stress deviation ≤±3%) and avoiding local damage to the ring beam.

[0044] 3. High-density and efficient arrangement of disc-type steel pipes: Disc-type steel pipes with a spacing of 200mm are used to replace traditional ordinary steel pipes with a spacing of ≤100mm, reducing the steel pipe usage by 50%. A single warehouse can save about 800m of steel pipes. The disc-type steel pipes have reliable connection, anti-slip bearing capacity ≥8kN, and can be repeatedly used (number of turnovers ≥10 times), effectively reducing material costs.

[0045] 4. The arch panels of this application adopt cast-in-place construction technology and are filled with wooden planks, wooden wedges, and thick foam boards to ensure that the arch panels of bungalow warehouses meet the new air tightness regulations. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 This is a planar layout diagram of the vertical poles of the frame stabilization and stress offset structure for the cast-in-place construction of prestressed arch slabs for large-span bungalows proposed by the present invention.

[0047] Figure 2 This is a cross-sectional view of the upright poles of the frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows proposed by the present invention.

[0048] Figure 3 This is a plan view of the vertical poles of the frame stabilization and stress offset structure for the cast-in-place construction of prestressed arch slabs for large-span bungalows proposed by the present invention.

[0049] Figure 4 This is a cross-sectional drawing of the vertical poles of the frame stabilization and stress offset structure for the cast-in-place construction of prestressed arch slabs for large-span bungalows proposed by the present invention.

[0050] In the figure: 1-special ship model; 2-adjustable base; 3-ring beam; 5-reverse pull rod; 6-coated steel pipe; 7-U support main beam; 8-wooden square; 9-wood plywood; 10-adjustable U support; 11-arch board wooden square; 12-prestressed steel bar; 13-wooden wedge; 14-partition; 15-foam board. DETAILED DESCRIPTION

[0051] The present invention will be further described in detail below with reference to the accompanying drawings and specific preferred embodiments.

[0052] In the description of the present invention, it should be understood that the terms "left side," "right side," "upper," "lower," etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate the description of the present invention and simplify the description. They do not indicate or imply that the devices or components referred to must have a specific orientation, be constructed, or operate in a specific orientation. Terms such as "first" and "second" do not indicate the importance of components and therefore should not be construed as limitations on the present invention. The specific dimensions used in this embodiment are intended only to illustrate the technical solution and do not limit the scope of protection of the present invention.

[0053] A frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs of large-span bungalow warehouses comprises a full-height frame, a top-supporting structure, a reverse tie rod structure and a coiled steel pipe top-returning assembly.

[0054] like Figure 1-4 As shown, the full-hall frame includes multiple rows of vertical poles and multiple layers of horizontal poles connected thereto vertically and horizontally.

[0055] The reverse tie rod structure is arranged at the top frame of the full-height frame, which limits the horizontal displacement of the frame due to tensile stress by enhancing the lateral tension force of the top frame of the full-height frame.

[0056] A vertical reverse tie rod structure is added to the top two layers of horizontal rods between each row of adjacent vertical rods, thereby forming a continuous horizontal tie system in each row to form an overall tie system.

[0057] The reverse pull rod structure includes a reverse pull rod 5 and a right-angle fastener.

[0058] Preferably, the reverse pull rod is vertically connected to the center point of the top two layers of horizontal rods, and the connection is fixed by a right-angle fastener.

[0059] Preferably, if Figure 2 As shown, each row of reverse tie rods is arranged one span apart, thereby forming a continuous transverse tie system and thus forming an overall tie system.

[0060] Preferably, the reverse tie rod is made of φ48×2.7mm ordinary steel pipe, Q235 grade steel, with a compressive strength design value of 205N / mm² and a length of 1.5m. Figure 2 As shown, the length of the reverse tie rod matches the span of the two horizontal rods on the top of the full-height frame.

[0061] According to finite element simulation, the reverse pull rod structure can reduce the lateral deformation of the top layer of the frame from 8mm to below 4.8mm, a reduction of 40%.

[0062] The buckled steel pipe return top assembly is supported on the top frame of the full-height rack through a jacking structure.

[0063] The supporting structure includes a vertically adjustable U-support 10 and a U-support main beam 7; Figure 1 As shown, a vertically adjustable U-support is provided on each vertical pole, and each U-support main beam is supported longitudinally on the top ends of multiple vertically adjustable U-supports.

[0064] The connections between the U-support main beam and the top of the vertically adjustable U-support are fixed by right-angle fasteners.

[0065] Preferably, the U-support main beam adopts double φ48×2.7mm ordinary steel pipes.

[0066] The buckle steel pipe return assembly includes a buckle steel pipe 6 and an adjustable base 2 provided at both ends of the buckle steel pipe.

[0067] Each buckled steel pipe is laterally supported on the upper side of the U-support main beam, and its two ends are fastened to the ring beams 3 on both sides of the flat warehouse through an adjustable base. Preferably, the adjustable base adopts model DZ-200, its screw diameter is 36mm, and the maximum adjustment stroke is 200mm.

[0068] The adjustable base achieves precise stress transmission: through the adjustable base (adjustment accuracy ±2mm), close contact between the buckled steel pipe and the ring beam is achieved, ensuring uniform distribution of tensile stress (stress deviation ≤±3%) and avoiding local damage to the ring beam.

[0069] Preferably, the buckle steel pipe is φ48×3.2mm, Q335 grade steel, with a wall thickness deviation of ≤±0.1mm; the length is 1.8m-2.5m, determined according to the horizontal span connection of the flat warehouse; Figure 1-2 As shown in the figure, the length of the transversely arranged coiled steel pipe is adapted to the transverse span of the flat warehouse, with an error of ≤±5mm.

[0070] Preferably, if Figure 1 and 3 As shown, the interlocking steel pipes are evenly spaced along the longitudinal span (short span) of the flat warehouse. Specifically, the spacing is strictly controlled to 200mm, which matches the prestressing tendon spacing to ensure uniform stress transmission. The interlocking steel pipes are arranged in a dense and efficient manner: using interlocking steel pipes with a spacing of 200mm instead of traditional ordinary steel pipes with a spacing of ≤100mm reduces steel pipe usage by 50%, saving approximately 800m of steel pipe per warehouse. The interlocking joints also provide a reliable connection, a sliding resistance of ≥8kN, and can be reused repeatedly (≥10 times), effectively reducing material costs.

[0071] Preferably, the connection between the coiled steel pipe and the upper side of the U-support main beam is fixed by a right-angle fastener. Specifically, the right-angle fastener adopts KZ-60 type.

[0072] The disc-shaped steel pipe jacking assembly features a stress-compensating mechanism. Screws on an adjustable base tighten the ring beams on either side. The screw extension is ≤ 200mm, and the tightening force is ≥ 10kN. Simultaneously, the high rigidity of the disc-shaped steel pipes evenly transfers tensile stress to the ring beams, avoiding localized stress concentration. Monitoring has shown that the maximum tensile stress in the ring beams is ≤ 10kN, below the design allowable value of 11.55kN. This improves structural safety, prevents cracking in the ring beams, and extends the service life of the silo.

[0073] This application uses a reverse pull rod structure to reduce the lateral deformation of the top layer of the full-frame from 8mm to below 4.8mm. At the same time, the overall anti-overturning coefficient of the frame is increased from 1.2 to 1.8 by returning the top of the buckled steel pipe assembly, ensuring the safety of the frame during cast-in-place construction.

[0074] The coordinated design of reverse tie rods and disc-shaped steel pipes improves frame stability. The reverse tie rod structure limits frame deformation through transverse tension, while the disc-shaped steel pipes offset tensile stress through rigid transmission, forming a composite control system of "rigid tension + flexible offset." Compared to traditional single reinforcement methods, frame stability is improved by over 50%. Furthermore, the reverse tie rods and disc-shaped steel pipes are easy to install, reducing the installation time of a single frame from 2 hours to 1 hour, shortening the total construction period by 15% (approximately 7 days per warehouse), further optimizing construction efficiency.

[0075] During the splicing and installation of traditional prefabricated arch panels, air tightness is difficult to ensure and cannot meet the new air tightness regulations. Therefore, the arch panels of the bungalow warehouse in this application do not use traditional prefabricated arch panels that need to be hoisted and spliced in blocks, but instead use prestressed arch panel cast-in-place construction technology.

[0076] A frame stabilizing and stress-offsetting structure for cast-in-place construction of prestressed arch panels of large-span bungalow warehouses also includes a lower chord panel formwork support system and an upper chord panel formwork, which is used in the cast-in-place construction process of the prestressed arch panels.

[0077] The lower chord formwork support system includes wooden squares 8 laid on the coiled steel pipes and thick plywood 9 laid on the wooden squares. Each wooden square is laid longitudinally, and each thick plywood is laid transversely.

[0078] Preferably, the wood squares are 40×80 mm.

[0079] Preferably, the spacing between the wood blocks is set to 200 mm.

[0080] Preferably, the thick wood plywood is 15 mm thick wood plywood.

[0081] Among them, the upper chord plate template adopts a special ship model 1, such as Figure 2 and 4 As shown, the special ship model 1 includes a thick wood layer and an iron layer provided on the surface thereof. Preferably, the thick wood layer is a 22 mm thick wood layer.

[0082] like Figure 2 As shown, a plurality of partitions are provided below the special ship model 1. Preferably, five partitions 14 are provided in the middle and two partitions 14 are provided on both sides.

[0083] A row of flush reserved through holes are opened on the top side of each partition, and a prestressed steel bar is set in each reserved through hole; the prestressed steel bars are passed through the reserved through holes and exposed symmetrically at a certain distance on the left and right; two arch board wooden squares 11 are supported symmetrically on the exposed prestressed steel bars on the left and right; the gap between the arch board wooden square and the special ship model is tightly fixed with wooden wedges 13.

[0084] Preferably, the prestressed steel bars are φ16 prestressed steel bars.

[0085] Preferably, the prestressed steel bars are placed in the reserved through holes and exposed 15 cm symmetrically on both sides.

[0086] Furthermore, the junction between the lower chord plate formwork and the upper chord plate formwork is filled with a 20 mm thick foam board 15 to ensure airtightness.

[0087] The above-mentioned cast-in-place construction technology and the filling arrangement of the arch board wood 11, wooden wedges 13, and thick foam boards 15 ensure that the bungalow warehouse arch board meets the new air tightness regulations.

[0088] The present application is further described in detail below with reference to Example 1 and the accompanying drawings: Example 1

[0089] Taking a large-span bungalow warehouse project as an example (with a plane axis dimension of 26.08m×87.16m and 42 prestressed arch panels), the present invention also provides a method for installing a frame stabilization and stress-offsetting structure for cast-in-place construction of prestressed arch panels for large-span bungalow warehouses, comprising the following steps: Step 1: Set up the full-hall frame: The full-hall frame consists of multiple rows of vertical poles and multiple layers of horizontal poles connected to them vertically and horizontally.

[0090] The specific steps are as follows: Step 1.1: Arrange multiple rows of poles: The vertical poles are made of φ48×3.2mm coiled steel pipes with a vertical and horizontal spacing of 900mm and a step distance of 1500mm.

[0091] A plurality of partitions 14 are provided below the prestressed arch panels of the bungalow warehouse.

[0092] Preferably, if Figure 2 As shown, five partitions 14 are set in the middle of the prestressed arch plate of the flat warehouse, and two partitions 14 are set on both sides. Figure 2 As shown, additional poles are installed under the five middle partitions, where the partition spacing is 2400mm, meeting the 900mm+900mm+600mm module; no additional poles are installed under the four partitions on both sides.

[0093] Step 1.2, multi-layer horizontal rod setting: The horizontal rods are made of φ48×3.2mm coiled steel pipes. The bottom sweeping rods are ≤450mm from the ground. The spacing between the horizontal rods on the standard layer is 1500mm, and the spacing between the horizontal rods on the top two layers is 1000mm.

[0094] Furthermore, the method includes step 1.3, scissors brace arrangement: like Figure 2 As shown, the horizontal scissors braces are arranged between the two top horizontal bars, with one on each layer, to ensure the overall rigidity of the full-height frame.

[0095] Step 2: Install the reverse pull rod structure: like Figure 2 As shown, the reverse tie rod structure is arranged at the top frame of the full-height frame, which limits the horizontal displacement of the frame due to tensile stress by enhancing the lateral tension force of the top frame of the full-height frame.

[0096] A vertical reverse tie rod structure is added to the top two layers of horizontal rods between each row of adjacent vertical rods, thereby forming a continuous horizontal tie system in each row to form an overall tie system.

[0097] The reverse pull rod structure includes a reverse pull rod and a right-angle fastener.

[0098] The reverse tie rod is vertically connected to the center point of the top two horizontal rods, and the connection is fixed by a right-angle fastener.

[0099] Preferably, the reverse tie rods in each row are arranged with one span between them, thereby forming a continuous transverse tie system and thus forming an overall tie system.

[0100] The specific steps are as follows: Step 2.1, Position the reverse pull rod: On the top two horizontal bars between each row of adjacent vertical bars, mark the installation positions of the reverse tie rods correspondingly on the upper and lower sides to achieve the vertical installation of the reverse tie rods.

[0101] Preferably, the installation position is marked at the center point of the top two layers of horizontal rods.

[0102] Preferably, the reverse tie rod mounting positions are marked at intervals of one span.

[0103] Step 2.2, fix the reverse pull rod: The reverse tie rod is vertically connected to the installation position marked on the top two horizontal rods, and the connection is fixed by a right-angle fastener.

[0104] Preferably, the reverse pull rod is vertically connected to the center point of the top two layers of horizontal rods, and the connection is fixed by a right-angle fastener.

[0105] Preferably, the reverse pull rod is a 1.5m long, φ48×2.7mm ordinary steel pipe.

[0106] Preferably, the right-angle fastener adopts KZ-60 type right-angle fastener; each connection is fixed by two right-angle fasteners; the tightening torque of the fastener at each connection is 40-65N·m.

[0107] Step 2.3: Acceptance of reverse pull rod structure: Check the verticality of the reverse tie rod and the horizontal rod (deviation ≤ 2°) and the tightness of the right-angle fasteners (anti-slip bearing capacity ≥ 8kN).

[0108] According to finite element simulation, the reverse pull rod structure can reduce the lateral deformation of the top layer of the frame from 8mm to below 4.8mm, a reduction of 40%.

[0109] Step 3: Install the supporting structure: The jacking structure includes vertically adjustable U-support and U-support main beam; Figure 1 As shown, a vertically adjustable U-support is provided on each vertical pole, and each U-support main beam is supported longitudinally on the top ends of multiple vertically adjustable U-supports.

[0110] The connections between the U-support main beam and the top of the vertically adjustable U-support are fixed by right-angle fasteners.

[0111] The specific steps are as follows: Step 3.1, Setting of vertical adjustable U-support upper U-support main beam: A vertically adjustable U-support is provided on each vertical pole, and each U-support main beam is longitudinally installed on the top ends of a plurality of vertically adjustable U-supports.

[0112] Step 3.2: Fix the vertically adjustable U-support to the U-support main beam: The U-support main beam and the top of the vertically adjustable U-support are fixed by right-angle fasteners to improve the installation stability of the top support structure.

[0113] Preferably, the vertically adjustable U-support adopts model TZ-60, and its screw diameter is 36 mm.

[0114] Preferably, the U-support main beam adopts double φ48×2.7mm ordinary steel pipes.

[0115] Preferably, the U-support main beam and the top end of the vertically adjustable U-support are fixed by right-angle fasteners to improve the installation stability of the top support structure.

[0116] Step 4: Install the buckle steel pipe back-up assembly: like Figure 2 As shown, the buckled steel pipe return top assembly is supported above the top frame of the full-height rack through a jacking structure.

[0117] The buckle steel pipe return assembly comprises a buckle steel pipe and adjustable bases arranged at both ends of the buckle steel pipe.

[0118] Each coiled steel pipe is supported transversely on the upper side of the U-support main beam, and its two ends are fastened to the ring beams on both sides of the flat warehouse through adjustable bases.

[0119] Step 4.1, high-density buckled steel pipe layout: Each buckled steel pipe is supported horizontally on the upper side of the U-support main beam, such as Figure 1-2 As shown, the arrangement direction of the buckled steel pipe is perpendicular to the arrangement direction of the U-support main beam.

[0120] Preferably, the coiled steel pipes are φ48×3.2mm coiled steel pipes, which are arranged at intervals of 200mm.

[0121] like Figure 1 and 3 As shown, along the longitudinal span (short span direction) of the flat warehouse, the coiled steel pipes are evenly arranged at equal intervals; specifically, the spacing is strictly controlled to be 200mm, and this spacing setting matches the prestressed tendon tensioning spacing to ensure uniform stress transfer.

[0122] Preferably, if Figure 2 As shown in the figure, the length of the transversely arranged coiled steel pipe is adapted to the transverse span of the flat warehouse, with an error of ≤±5mm.

[0123] Step 4.2: Install the adjustable bases at both ends of the buckled steel pipes one by one: Install adjustable bases at both ends of the coiled steel pipe, and adjust the screws of the adjustable bases so that they are tight against the ring beams on both sides of the flat warehouse.

[0124] Preferably, the adjustable base is DZ-200, with a screw diameter of 36mm and a maximum adjustment stroke of 200mm. Use a wrench to adjust the screw extension length of the adjustable base so that the adjustable base is tightly against the ring beams on both sides, with the steel pipe slightly deformed.

[0125] Step 4.3: Fix the buckled steel pipes one by one: The connection between the buckle steel pipe and the U-support main beam is fixed by right-angle fasteners to improve the installation stability of the buckle steel pipe.

[0126] Step 4.4, Acceptance of the coiled steel pipe return assembly: Check the connection security of each spiral-hook steel pipe and the U-support main beam (tightening torque of right-angle fasteners ≥ 40N·m), measure the extension length of the adjustable base screw (≤ 200mm) and the tightening force of the ring beam (≥ 10kN).

[0127] Step 5: Formwork and arch plate construction: Step 5.1: Set up the bottom chord slab formwork support system: Wooden squares 8 are laid on the coiled steel pipes, each wooden square is laid longitudinally; thick wooden plywood 9 is laid on the wooden squares, each thick wooden plywood is laid transversely; the wooden squares and thick wooden plywood laid in this way serve as the lower chord plate formwork support system.

[0128] Preferably, the wood squares are 40×80 mm.

[0129] Preferably, the spacing between the wood blocks is set to 200 mm.

[0130] Preferably, the thick wood plywood is 15 mm thick wood plywood.

[0131] Step 5.2: Set the upper chord template: The upper chord plate template adopts a special ship model 1, such as Figure 2 and 4 As shown, the special ship model 1 includes a thick wood layer and an iron layer provided on the surface thereof. Preferably, the thick wood layer is a 22 mm thick wood layer.

[0132] like Figure 2 As shown, a plurality of partitions are provided below the special ship model 1. Preferably, five partitions 14 are provided in the middle and two partitions 14 are provided on both sides.

[0133] A row of flush reserved through holes are opened on the top side of each partition, and prestressed steel bars are set in each reserved through hole one by one; the prestressed steel bars are passed through the reserved through holes and exposed symmetrically on the left and right for a certain distance; the arch board wood squares 11 are symmetrically arranged on the exposed prestressed steel bars; the gap between the arch board wood squares and the special ship model is tightly fixed with wooden wedges 13.

[0134] Preferably, the prestressed steel bars are φ16 prestressed steel bars.

[0135] Preferably, the prestressed steel bars are placed in the reserved through holes and exposed 15 cm symmetrically on both sides.

[0136] Furthermore, the junction between the lower chord plate formwork and the upper chord plate formwork is filled with a 20 mm thick foam board 15 to ensure airtightness.

[0137] Step 5.3: Prestressing The prestressed arch slab is cast in situ. The lower chord slab is tensioned with CRB800 grade φR5 steel bars. The tensioning of a single bar is carried out in two steps. Concrete pouring is completed within 24 hours after tensioning.

[0138] Step 5.4, stress monitoring: By embedding strain gauges (model BX120-3AA) in the ring beam, the stress of the ring beam during the tensioning process is monitored in real time (the maximum tensioning stress is ≤10kN, meeting the design requirements).

[0139] Due to the unique nature of the process, to prevent the full-height frame from shifting during tensioning, potentially damaging the top ring beam and wall columns, a frame design was required that could withstand both the upper construction loads and the horizontal tensile forces. Therefore, a layer of densely packed steel tubes was installed at the top of the full-height frame. Adjustable bases were installed at each end of the horizontal tubes to hold the ring beams in place. To achieve effective support, the densely packed tubes were spaced 200mm apart, ensuring the wall's ability to withstand the opposing tensile forces generated during tensioning while also bearing the construction loads from above the full-height frame.

[0140] The technical features of the above-mentioned embodiments can be combined arbitrarily. In order to make the description concise, not all possible combinations of the technical features in the above-mentioned embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0141] The preferred embodiments of the present invention are described in detail above. However, the present invention is not limited to the specific details in the above embodiments. Within the technical concept of the present invention, various equivalent transformations can be made to the technical solutions of the present invention, and these equivalent transformations all fall within the scope of protection of the present invention.

Claims

1. A frame stabilizing and stress-compensating structure for cast-in-place construction of prestressed arch slabs in large-span bungalow warehouses, characterized by: It includes a full-height frame, a top support structure, a reverse pull rod structure and a disc-shaped steel pipe top-return assembly; The full-hall frame consists of multiple rows of vertical poles and multiple layers of horizontal poles connected to them vertically and horizontally; A vertical reverse tension rod structure is added to the top two horizontal rods between each row of adjacent vertical rods; The buckle steel pipe return assembly is supported on the top frame of the full-height rack through the jacking structure; The jacking structure includes a vertically adjustable U-support and a U-support main beam; The buckle steel pipe return assembly includes a buckle steel pipe and adjustable bases provided at both ends of the buckle steel pipe; Each coiled steel pipe is supported transversely on the upper side of the U-support main beam, and its two ends are fastened to the ring beams on both sides of the flat warehouse through adjustable bases.

2. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 1 is characterized by: The reverse pull rod structure includes a reverse pull rod and a right-angle fastener; the reverse pull rod is vertically connected to the center point of the two top horizontal rods, and the connection is fixed by a right-angle fastener.

3. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 2 is characterized by: The reverse tie rods in each row are arranged one span apart.

4. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 1 is characterized by: A vertically adjustable U-support is provided on each vertical pole, and each U-support main beam is supported longitudinally on the top ends of a plurality of vertically adjustable U-supports.

5. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 4 is characterized by: The connections between the U-support main beam and the top of the vertically adjustable U-support are fixed by right-angle fasteners.

6. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 1 is characterized by: Along the longitudinal span of the flat warehouse, the interlocking steel pipes are evenly arranged at equal intervals.

7. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 6 is characterized by: The spacing between the buckled steel pipes is set to match the spacing between the prestressed tendons.

8. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch slabs for large-span bungalows according to claim 7 is characterized by: The connections between the disc-shaped steel pipe and the upper side of the U-support main beam are fixed by right-angle fasteners.

9. The frame stabilization and stress offsetting structure for cast-in-place construction of prestressed arch panels for large-span bungalows according to claim 1 is characterized by: It also includes the lower chord slab formwork support system and the upper chord slab formwork; The lower chord formwork support system includes wooden planks laid on the coiled steel pipes and thick plywood laid on the wooden planks. Each wooden plank is laid longitudinally and each thick plywood is laid transversely. Among them, the upper chord plate template adopts a special ship model, and multiple partitions are set under the special ship model. A row of flush reserved through holes are opened on the top side of each partition, and a prestressed steel bar is set on each reserved through hole; the prestressed steel bars are passed through the reserved through holes and exposed symmetrically on the left and right; two arch plate wooden squares are symmetrically supported on the exposed prestressed steel bars on the left and right; the gap between the arch plate wooden square and the special ship model is tightly fixed with wooden wedges; the junction between the lower chord plate template and the upper chord plate template is filled with 20mm thick foam board.

10. A method for installing a frame stabilizing and stress-compensating structure for cast-in-place construction of prestressed arch panels for large-span bungalows according to any one of claims 1 to 9, characterized in that: The steps include: Step 1: Set up the full-hall frame; Step 2: Install the reverse pull rod structure; Step 2.1, Position the reverse tie rod: On the top two horizontal bars between each row of adjacent vertical bars, mark the reverse tie rod installation positions on the top and bottom to achieve vertical installation of the reverse tie rod; Step 2.2: Fix the reverse tie rod: Connect the reverse tie rod vertically to the installation position marked on the top two horizontal rods, and fix the connection with right-angle fasteners; Step 2.3, Acceptance of reverse tie rod structure: Check the verticality of the reverse tie rod and the horizontal rod and the tightness of the right-angle fasteners; Step 3: Install the supporting structure; Step 3.1, Arrangement of U-support main beams on vertically adjustable U-supports: Set a vertically adjustable U-support on each vertical pole, and each U-support main beam is installed on the top of multiple vertically adjustable U-supports along the longitudinal direction; Step 3.2: Fix the U-support main beam on the vertically adjustable U-support: Fix the U-support main beam and the top of the vertically adjustable U-support with right-angle fasteners to improve the installation stability of the top support structure; Step 4: Install the buckle steel pipe back-to-top assembly; Step 4.

1. Arrange multiple interlocking steel pipes: Each interlocking steel pipe is horizontally supported on the upper side of the U-support main beam; the interlocking steel pipes are evenly spaced along the longitudinal span of the flat warehouse, and the spacing is set to match the prestressing spacing of the prestressed tendons; Step 4.2: Install the adjustable bases one by one: Install the adjustable bases at both ends of the buckled steel pipes and adjust them to press against the ring beams on both sides of the flat warehouse; Step 4.3: Fix the buckle steel pipes one by one: Use right-angle fasteners to fix the connection between the buckle steel pipe and the U-support main beam to improve the installation stability of the buckle steel pipe; Step 4.4, Acceptance of the turnbuckle steel pipe top assembly: Check the connection firmness of each turnbuckle steel pipe and the U-support main beam, and measure the extension length of the adjustable base screw and the tightening force of the ring beam; Step 5: Formwork and arch plate construction; Step 5.

1. Set up the lower chord formwork support system: Lay wooden planks on the interlocking steel pipes, with each plank laid longitudinally. Lay thick plywood sheets on the wooden planks, with each plywood sheet laid transversely. The wooden planks and plywood sheets laid in this manner serve as the lower chord formwork support system. Step 5.2: Set up the upper chord formwork: The upper chord formwork uses a dedicated ship model. Multiple partitions are placed beneath the dedicated ship model. Each partition has a row of flush pre-set holes on the top side, and each pre-set hole is correspondingly provided with prestressed steel bars. The pre-stressed steel bars are inserted through the pre-set holes and exposed symmetrically on both sides. The arch planks are symmetrically placed on the exposed pre-stressed steel bars. The gap between the arch planks and the dedicated ship model is secured with wooden wedges. The junction between the lower chord formwork and the upper chord formwork is filled with 20mm thick foam board to ensure airtightness. Step 5.3, Prestressing: The prestressed arch slab is cast in situ. The lower chord slab is tensioned with CRB800 grade φR5 steel bars. The tensioning of each bar is carried out in two steps. Concrete pouring is completed within 24 hours after tensioning. Step 5.4, stress monitoring: By embedding strain gauges in the ring beam, the stress of the ring beam during the tensioning process is monitored in real time.

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