Construction enclosure system and method of impact resistance design thereof

Abstract

The present application relates to a kind of construction enclosure system and its anti-collision design method, construction enclosure system includes continuously or interval setting along the boundary of construction area enclosure main unit, pipeline bearing unit includes the transverse support bracket for bearing pipeline and the cable bracket for fixed cable;Limiting buffer unit includes the hoop of setting in the outer periphery of gas pipe, the elastic buffer pad between the outer wall of gas pipe and the hoop, and the limiting piece connected with the hoop;Lateral stability unit includes the inclined strut of setting in one side of enclosure main unit;State monitoring unit is used to detect gas pipe offset, limiting piece tensile amount or tension state, enclosure inclination angle, support strain or impact response, and according to graded threshold output early warning or alarm signal, it is favorable to handle abnormal state in time during construction.The anti-collision design method can identify key positions such as enclosure middle, pipeline span, base contact surface and turning section, to avoid only checking and calculating to single component.

Description

Technical Field

[0001] This invention relates to the field of construction enclosure technology, specifically to a construction enclosure system and its impact-resistant design method. Background Technology

[0002] With the continuous advancement of urban rail transit, municipal roads, underground space development, and traffic diversion projects, existing municipal pipelines such as gas pipes, water supply pipes, communication cables, and power cables within the construction area often need to be temporarily relocated, temporarily laid, or protectively moved to meet the requirements of main construction and continuous operation of surrounding municipal facilities. Existing temporary laying methods typically include underground laying, overhead laying with independent supports, and temporary attachment to existing facilities.

[0003] Buried installation requires additional trench excavation, backfilling, and road surface restoration. In situations with narrow construction sites, dense underground structures, or complex existing pipelines, it can easily conflict with the main construction area and increase the occupation of underground space and the difficulty of construction coordination. While independent support overhead installation can reduce underground excavation, the support system and construction enclosure system are usually independent of each other, requiring repeated installation of bases, columns, and stabilizing components, and additional occupation of traffic diversion areas or construction machinery passages.

[0004] Different types of temporary pipelines have different requirements for load-bearing stability, deformation control, and protection. Water supply pipes are relatively heavy and should be installed at lower levels; gas pipes are more sensitive to the risks of interface displacement, local stress, and detachment from support positions; communication cables and power cables also need to be protected against sag, compression, and cross-interference. Most existing temporary enclosures only serve the functions of isolation and protection, failing to incorporate the weight of pipelines, the eccentric effect of supports, and the loads generated by vehicle collisions or impacts from construction machinery into a unified stress system. They also lack buffering, secondary limiting, and condition monitoring for high-safety-level pipelines such as gas pipes.

[0005] Furthermore, existing engineering designs often determine the parameters of enclosures, bases, and supports based on the load-bearing capacity of individual components or empirical dimensions, lacking a comprehensive impact resistance analysis process for the integrated enclosure-pipeline-foundation system. Even when finite element software is used for verification, it often only outputs displacement or stress contour maps, and a complete technical method has not yet been developed to use the calculation results to determine the base type, column and brace parameters, pipeline layer location, limit component parameters, and monitoring alarm thresholds. Summary of the Invention

[0006] To address the problems existing in the prior art, the purpose of this invention is to provide a construction enclosure system and its impact-resistant design method, which can integrate construction enclosure with temporary pipeline support system, allowing different types of pipelines to be supported in layers and protected accordingly.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: A construction enclosure system, including The enclosure main unit includes multiple bottom support structures that are continuously or intermittently arranged along the boundary of the construction area. Vertical columns are fixed on the bottom support structures, and horizontal enclosure components and central stabilizing supports are arranged between adjacent vertical columns. The pipeline support unit includes a horizontal support bracket for supporting the pipeline and a cable bracket for fixing the cable. The horizontal support bracket and the cable bracket are installed at different heights of the vertical column. The limiting buffer unit includes a clamp sleeved on the outer periphery of the gas pipe, an elastic buffer pad layer located between the clamp and the outer wall of the gas pipe, and a limiting member connected to the clamp. The limiting member has a preset slack or pre-tension force. When the displacement of the gas pipe exceeds the preset range, the limiting member is tensioned and forms a secondary constraint on the gas pipe. The lateral stabilizing unit includes a diagonal brace installed on one side of the enclosure main unit. One end of the diagonal brace is connected to a vertical column, a horizontal support bracket, or a central stabilizing bracket, and the other end is connected to the bottom support structure or the ground. The condition monitoring unit is used to detect gas pipe offset, limit component tension or tension status, enclosure tilt angle, bracket strain or impact response.

[0008] Furthermore, the bottom support structure adopts a precast concrete base, a reinforced concrete base, or a steel structure counterweight base. The bottom support structure is equipped with a bottom extension structure to increase the grounding area, a tenon and mortise fit structure between adjacent bases, bottom ribs, grooves, or anti-slip textures. The bottom support structure is also equipped with a bearing groove, a through hole, an arc-shaped support seat, or a semi-enclosed support seat for arranging water pipes in the low bearing area of ​​the enclosed main unit.

[0009] Furthermore, an upper horizontal connecting bracket is provided on the upper part of the adjacent vertical columns to improve the overall rigidity and cooperative stress-bearing capacity of the enclosed upper area.

[0010] Furthermore, the elastic buffer layer is made of rubber, elastomer, flexible polymer material, composite vibration damping material or foam buffer material, and the limiting component is a limiting rope, limiting belt or cable.

[0011] Furthermore, the bottom support structure, vertical columns, horizontal enclosure components, and pipeline bearing units constitute a modular assembly system. The components are connected by bolts, plugs, snaps, or flanges to achieve rapid installation, disassembly, relocation, and reuse.

[0012] A method for impact-resistant design of a construction enclosure system includes the following steps: S101, Steps for obtaining parameters: Obtain enclosure parameters, pipeline parameters, foundation parameters, connection parameters, and impact parameters; S102, Steps for establishing a collaborative model: Based on the parameters obtained in S101, establish a collaborative calculation model for enclosure, pipelines, and foundation; S103, Setting Boundaries and Working Conditions: In the collaborative calculation model established in S102, set the component connection relationships, interface contact conditions, boundary conditions, and impact working conditions. S104, Solution steps: Solve the collaborative calculation model set up in S103, calculate the displacement, stress, support reaction force, interface slip, tilt angle and limit component tension of the enclosure and pipeline, and use them as evaluation quantities. S105, Safety determination step: Compare each evaluation quantity obtained from S104 with the corresponding allowable value, and determine whether each evaluation quantity does not exceed the corresponding allowable value. S106, Parameter Adjustment Steps: When any evaluation quantity in S105 exceeds the corresponding allowable value, adjust at least one of the following parameters: bottom support structure width or mass, vertical column section or spacing, horizontal support bracket cantilever length, central stabilizing bracket position, number or angle of diagonal braces, pipeline layer position, elastic buffer pad thickness or stiffness, limit member slack or pretension force. Then return to S102 to update the collaborative calculation model and execute S103 to S105 again until all evaluation quantities meet the safety conditions. S107, Determine monitoring threshold steps: Based on the relative displacement of the gas pipe, the tension of the limiting component, the tilt angle of the enclosure or the strain of the support when the safety conditions are met in S106, determine the normal threshold, the early warning threshold and the alarm threshold, and write the early warning threshold and the alarm threshold into the status monitoring unit.

[0013] Furthermore, in S103, when the impact condition is simulated using the equivalent static method, the equivalent impact force and the equivalent surface load are determined by the following formulas: F eq =m·v / Δt,p eq =F eq / A; In the formula, m is the mass of the impacting body, v is the impact velocity, Δt is the impact duration, A is the area of ​​impact load, and F is the impact load area. eq The dimension of p is force. eq The dimension of the load is surface load.

[0014] Furthermore, in S102, when a calculation model is established using an equivalent cross-section for the temporary pipeline, the equivalent model is made to have the same or similar mass per unit length as the actual pipeline, and the axial stiffness and bending stiffness satisfy: E eq A eq ≈EA, E eq I eq ≈EI; In the formula, E, A, and I are the elastic modulus, cross-sectional area, and moment of inertia of the actual pipeline, respectively. eq Aeq and I eq These are the parameters corresponding to the equivalent model.

[0015] Furthermore, in S105, the displacement, stress, and bottom interface slippage of the enclosure and pipeline are determined according to the following conditions: , ; , ; In the formula, u e,max For the maximum displacement of the enclosed structure, u p,max For the maximum displacement of the pipeline, σ vM,max For the maximum Mises equivalent stress in the pipeline, s max f represents the maximum slippage at the bottom interface; the values ​​within square brackets are allowable values ​​determined based on pipeline type, interface type, engineering conditions, property owner requirements, and applicable standards. d This represents the design strength value for the corresponding material.

[0016] Furthermore, in S107, the normal threshold is determined based on the response range under normal construction disturbance, the warning threshold is lower than the alarm threshold, and the alarm threshold is lower than the failure control value of the corresponding structure or pipeline; when the monitored value reaches the warning threshold, the warning signal is triggered, and when the monitored value reaches the alarm threshold, the alarm signal is triggered.

[0017] In summary, the present invention has the following advantages: (1) The present invention integrates construction isolation, temporary pipeline support, layered layout, lateral stability, buffer limit and status monitoring into a unified structure, which can reduce the repeated setting of underground excavation and temporary pipeline independent supports and save construction site.

[0018] (2) The adjustable mounting holes, mounting slots or adjustable connections on the vertical columns can be adjusted according to different pipe diameters, cable types, site clearance and maintenance requirements to adjust the pipeline installation height, left and right positions and relative floor positions, thereby improving adaptability.

[0019] (3) The transverse support bracket, the middle stabilizing bracket, the diagonal brace and the upper transverse connecting bracket form a continuous force transmission path, which can transfer the pipeline eccentric load and impact load to the bottom support structure or the ground, thereby improving the overall rigidity and deformation resistance of the enclosure.

[0020] (4) Placing the water pipes with a large self-weight in the low-position bearing area of ​​the bottom support structure is beneficial to lowering the center of gravity of the system; the communication cables and power cables are installed in separate independent installation areas, which can reduce the risk of sag, compression and cross interference.

[0021] (5) The gas pipe adopts a phased protection method of primary buffering of elastic buffer pad and secondary constraint of limiting component, which can reduce local stress concentration caused by rigid clamping of clamp and limit abnormal displacement.

[0022] (6) The status monitoring unit can detect gas pipe displacement, limit component tension, enclosure tilt angle or bracket strain, and output early warning or alarm signals according to the graded threshold, which is conducive to timely handling of abnormal conditions during construction.

[0023] (7) Bottom extension structure, mortise and tenon joint structure, bottom rib, groove or anti-slip texture can improve the contact stability, anti-slip ability and anti-overturning ability of the bottom support structure.

[0024] (8) The modular connection method enables the rapid installation, disassembly, relocation and reuse of enclosure modules and pipeline bearing components, and is suitable for scenarios such as subway stations, open-cut sections, municipal road reconstruction, foundation pit enclosure and temporary pipeline relocation.

[0025] (9) The impact-resistant design method considers enclosure, pipeline, base, foundation and interface contact at the same time. It can identify key parts such as the middle of the enclosure, the middle of the pipeline, the contact surface of the base and the turning section, avoiding the need to verify only a single component.

[0026] (10) By comparing the calculation results of different base forms, pipeline layers, supports and diagonal bracing arrangements, structural parameters can be determined in reverse by displacement, stress, interface slip and tilt response, and further the monitoring location and graded alarm threshold can be determined to form a design-monitoring-disposal closed loop. Attached Figure Description

[0027] Figure 1 This is a schematic diagram of the construction enclosure system of the present invention; Figure 2 Schematic diagram of gas pipe limiting buffer and monitoring components; Figure 3 This is a flowchart of the impact-resistant design method of the present invention; Figure 4 This is a schematic diagram of a seven-section continuous enclosure-pipeline-foundation collaborative model; Figure 5 This is a schematic diagram of the three-dimensional computational model of the enclosure structure; In the picture: 101. Support or base; 102. Bottom extension structure; 2. Vertical column; 201. Adjustable mounting holes; 202. Connecting base plate; 301. Enclosure panel; 302. Upper horizontal connecting bracket; 401. Lateral support bracket; 402. Central stabilizing bracket; 403. Diagonal brace; 404. Mounting connection plate; 5. Water pipes; 6. Cable and communication cable installation area; 7. Water pipe support; 8. Gas pipe; 901. Clamp; 902. Elastic buffer layer; 903. Limiting rope or limiting belt; 904. Fixed end structure; 905. Displacement monitoring device. Detailed Implementation

[0028] The present invention will now be described in further detail.

[0029] like Figure 1 As shown, the construction enclosure system of this embodiment includes an enclosure main unit, a pipeline bearing unit, a limit buffer unit, a lateral stabilization unit, and a status monitoring unit.

[0030] The main enclosure unit includes a bottom support structure, two vertical columns, and horizontal enclosure components. Multiple main enclosure units are connected sequentially along the boundary of the construction area to form a continuous construction enclosure.

[0031] The bottom support structure 1 includes a pier or base 101. The pier or base may be a precast concrete structure, a reinforced concrete structure, or a steel counterweight structure, with a bottom extension structure 102 at its lower part. The bottom extension structure may be an enlarged bottom surface, protruding ribs or grooves along the bottom surface, anti-slip textures, or a tenon and groove mating structure between adjacent bases to improve contact stability, anti-slip ability, and anti-overturning ability.

[0032] The vertical column is fixed to the support or base via a connecting base plate 202. The connecting base plate can be connected to the support or base via pre-embedded bolts, post-installed anchors, bolted connectors, or detachable plug-in connectors. The vertical column is provided with multiple adjustable mounting holes 201 along its height direction, or a continuous mounting slot or adjustable connecting rail can be used to facilitate changing the installation height of the pipeline bearing unit.

[0033] A horizontal enclosure component, including an enclosure panel 301, is installed between adjacent vertical columns. An upper horizontal connecting bracket 302 is installed above the adjacent vertical columns, forming a cooperative load-bearing structure for the upper part of the enclosure together with the enclosure panel and the vertical columns. Connecting supports or partial diagonal braces may also be installed between the upper horizontal connecting bracket and the vertical columns.

[0034] The pipeline support unit includes a transverse support bracket 401, a central stabilizing bracket 402, and a mounting connection plate 404. The transverse support bracket is fixed to adjustable mounting holes via the mounting connection plate; the central stabilizing bracket is positioned near the mid-span of the pipeline or between adjacent vertical columns to limit pipeline deflection, sag, and sway. The transverse support bracket also includes a cable tray for fixing cables, forming a cable and communication cable installation area 6.

[0035] The lateral stabilizing unit includes a diagonal brace 403 installed on one side of the enclosure main unit. One end of the diagonal brace is connected to a vertical column, a horizontal support bracket or a central stabilizing bracket, and the other end is connected to the bottom support structure or the ground.

[0036] The water pipe support 7 is located in the lower area of ​​the pier or base, and can be an arc-shaped support, a semi-enclosed support, a through hole, or a bearing groove. The water pipe 5 is arranged inside the water pipe support, so that the heavier water pipe is located below the center of gravity of the enclosure system. Rubber pads, anti-slip pads, or limiting blocks can be installed inside the water pipe support to reduce water pipe slippage and local pressure.

[0037] Gas pipe 8 is installed on a horizontal support bracket in the middle or upper middle section, while communication and power cables are installed in the cable and communication cable installation area. The specific layer location of various pipelines is not limited to the position shown in the diagram and can be adjusted according to pipe diameter, mass per unit length, safety distance, site clearance, maintenance space, and impact resistance calculation results. Communication and power cables can be fixed using independent cable trays, brackets, storage boxes, clips, or limiting devices to avoid sag, compression, and cross-interference.

[0038] like Figure 2 As shown, the limiting and buffering unit includes a clamp 901, an elastic buffer pad 902, a limiting rope or limiting band 903, and a fixed end structure 904. The clamp is sleeved on the outer periphery of the gas pipe, and the elastic buffer pad is disposed between the clamp and the outer wall of the gas pipe.

[0039] The elastic buffer layer can be made of rubber, elastomer, flexible polymer materials, composite vibration damping materials, or foam buffer materials. Its thickness and stiffness are determined according to the outer diameter of the gas pipe, the clamping force of the clamp, the spacing of the supports, and the preset impact conditions. The elastic buffer layer is used to reduce rigid clamping, frictional wear, and local contact stress, and to buffer small vibrations or initial impact responses.

[0040] One end of the limiting rope or limiting band 903 is connected to the clamp, and the other end is connected to the fixed end structure. The fixed end structure is installed on a vertical column, a mounting plate, or a component connected to the vertical column. The limiting rope or limiting band can be set with a preset slack amount so that it does not continuously apply a large constraint when the gas pipe is within its normal operating range; when the displacement of the gas pipe exceeds the first displacement range, the limiting rope or limiting band tightens and forms a secondary limit. As another embodiment, the limiting rope or limiting band can be set with a pre-tension force to control the initial swing of the gas pipe.

[0041] The condition monitoring unit is used to detect gas pipe offset, limit component tension or tension status, enclosure tilt angle, support strain, or impact response. The condition monitoring unit can be installed at the limit rope or limit belt, fixed end structure, horizontal support bracket, or vertical column, and can also be replaced or combined with tension sensors, tilt sensors, acceleration sensors, or strain sensors. The displacement monitoring device 905 is electrically connected to an audible alarm, a visual alarm, and a remote communication module. When the detected value reaches the warning threshold, a warning signal is output; when the alarm threshold is reached, an alarm signal is output to prompt construction personnel to conduct inspections, reinforcement, shutdown, or emergency response.

[0042] During installation, the bottom support structure is first laid out along the boundary of the construction area. The vertical columns are then fixed to the supports or bases via connecting plates. Next, the enclosure panels and the upper horizontal connecting brackets are installed to form the basic enclosure frame. Adjacent supports or bases can be connected by tenon and groove joints, connecting plates, or bolts to improve the integrity of the continuous modules.

[0043] Based on the pipeline type, diameter, weight, and safety clearance, install horizontal support brackets, central stabilizing supports, cable trays, and mounting connection plates on the corresponding adjustable mounting holes of the vertical columns, and install diagonal braces. Heavier water pipes are preferentially installed on the lower water pipe support base, gas pipes are installed on the calculated central or upper-middle support layer, and communication cables and power cables are installed in the cable and communication cable installation areas, respectively.

[0044] For gas pipes, first install an elastic buffer pad between the clamp and the outer wall of the gas pipe, then connect the limiting rope or limiting strap and the fixed end structure, and finally install the displacement monitoring device and alarm module. The modules are connected by bolts, plug-in fittings, snap-fit ​​fittings or flanges. After the construction scope is changed or the pipeline is relocated, they can be disassembled and moved in reverse order.

[0045] like Figure 3 As shown, an impact-resistant design method for a construction enclosure system includes the following steps: S101, Obtain Parameters. Obtain the length, width, and height of the enclosure module; the dimensions, mass, and grounding method of the base; the cross-section and spacing of the vertical columns; the cantilever length of the support bracket; the position of the central stabilizing bracket and diagonal brace; the outer diameter, wall thickness, material, mass per unit length, and interface type of the pipeline; the thickness and stiffness of the elastic buffer layer; the length, slack, or pre-tension of the limiting component; the foundation parameters; the base-ground friction parameters; and the mass, velocity, impact height, impact direction, impact location, and impact duration of the impactor.

[0046] S102, Establish a collaborative model. Based on the parameters obtained in S101, select no fewer than two continuous enclosure modules to establish a collaborative calculation model of enclosure-pipeline-foundation. For long-distance continuous enclosures, multiple-section models can be selected while ensuring that the response in the middle is not significantly affected by the end boundaries, and constraints adapted to the actual continuous conditions can be applied at both ends of the pipeline.

[0047] S103, setting boundaries and load cases. Vertical columns, horizontal connecting members, and diagonal braces can use beam elements; enclosure panels can use plate or shell elements; bases and foundations can use solid elements; pipelines can use beam, shell, or solid elements according to their actual cross-sections. Nonlinear interface elements capable of simulating contact, disengagement, and slippage are set between the base and the ground; contact, friction, and limiting relationships are set between pipelines and support brackets. Impact loads are set at the roadside of the enclosure, at the location of vertical columns, at the mid-span of the enclosure panel, or at the location of support brackets, and positive impact, oblique impact, and eccentric impact are set according to project needs. Pipeline layout load cases can include straight layout, 22.5° turn layout, 45° turn layout, and other turning angles. Impact can be performed using transient dynamic methods or equivalent static methods.

[0048] S104, Solving and Extracting Results. Solve the collaborative calculation model set up in S103 to obtain the maximum horizontal and vertical displacements of the enclosure structure, the maximum horizontal and vertical displacements of the pipeline, the maximum Mises equivalent stress of the pipeline, the internal forces of the support, the slippage of the base interface, the tilt angle of the enclosure, the internal forces of the connectors, and the tensile forces of the limiting components, which are then used as evaluation quantities.

[0049] S105, Safety Determination. The evaluation quantities obtained from S104 are compared with their corresponding allowable values ​​to determine whether each evaluation quantity does not exceed its corresponding allowable value. Specifically, the solution results are compared with the allowable values ​​determined based on pipeline type, interface type, engineering conditions, and applicable standards.

[0050] S106, Parameter Adjustment. When any evaluation quantity in S105 exceeds the corresponding allowable value, increase the base width or mass, increase the column cross-section, decrease the column spacing, shorten the bracket cantilever length, add or adjust the diagonal brace, change the pipeline layer position, adjust the thickness or stiffness of the elastic buffer pad, adjust the slack or pre-tension of the limit component, and repeat the solution.

[0051] S107, Determine the monitoring thresholds. Based on the displacement, tension, tilt angle, or strain response and safety reserve of each monitoring location when the safety conditions are met as stated in S106, set three levels of thresholds: normal, early warning, and alarm, and write the thresholds into the status monitoring unit.

[0052] In this embodiment, when the impact is treated as an equivalent static force, the equivalent impact load can be determined based on the impactor mass m, impact velocity v, impact duration Δt, and impact area A. Specifically, the equivalent impact force is calculated according to F... eq =m·v / Δt is determined, and the equivalent surface load is based on p. eq =F eq / A confirmed. Impact loads can be applied to the roadside of the enclosure, the location of vertical columns, the mid-span of the enclosure panel, the location of the support bracket, or a combination of the above locations to simulate local impact conditions such as vehicle collisions, construction machinery collisions, or temporary traffic diversions.

[0053] When transient dynamic analysis conditions are available on-site, the impactor mass, velocity, contact stiffness, and contact time can be used as dynamic inputs for the solution. When only engineering scheme comparison or preliminary design is required, the equivalent static method described above can be used. Regardless of whether the transient dynamic method or the equivalent static method is used, the impact height, impact direction, impact area, and stress location should correspond to the actual construction risk location.

[0054] For the calculation model of temporary pipelines, beam elements, shell elements, or solid elements can be selected based on the pipeline's outer diameter, wall thickness, material, interface type, and internal medium. When using an equivalent section model, the equivalent model should have the same or similar mass per unit length as the actual pipeline, and the axial stiffness and bending stiffness should satisfy E. eq A eq ≈EA、E eq I eq ≈EI; where E, A, and I are the elastic modulus, cross-sectional area, and moment of inertia of the actual pipeline, respectively, and E eq A eq I eq These are the elastic modulus, cross-sectional area, and moment of inertia of the equivalent model, respectively.

[0055] When determining safety, the maximum displacement u of the enclosure structure e,max It should not exceed the allowable displacement of the enclosure [u] e ], maximum pipeline displacement u p,max It should not exceed the allowable displacement of the corresponding pipeline [u] p The maximum Mises equivalent stress σ in the pipeline vM,max It should not exceed the corresponding material strength design value f. d Maximum interface slip s between the base and the ground max It should not exceed the allowable slippage [s]. When a limit rope, limit belt, or cable is used, the maximum tensile force T of the limit component should also be taken into account. max And compare it with the allowable tensile force [T] of the limit member.

[0056] The allowable displacement, allowable slippage, material strength design values, and allowable tensile force of limiting components mentioned above can be determined based on pipeline type, pipe diameter, interface type, owner requirements, safety requirements of temporary facilities, and applicable standards. For pipelines with high safety levels, such as gas pipelines, allowable interface displacement, support detachment risk, and limiting component tensile force should be prioritized as control indicators; for pipelines with large self-weight, such as water pipes, priority should be given to low-level support areas, support reactions, support slippage, and local stress.

[0057] If any evaluation quantity does not meet the above judgment conditions, return to the parameter adjustment step to adjust the width, mass or grounding area of ​​the bottom support structure, the cross section or spacing of the vertical columns, the cantilever length of the horizontal support bracket, the position of the middle stabilizing bracket, the number, angle or connection position of the diagonal braces, the pipeline layer, the thickness or stiffness of the elastic buffer pad, and the slack or pretension of the limiting component. Then, rebuild or update the calculation model and solve it again until the enclosure, pipeline, support interface and limiting component all meet the corresponding safety conditions.

[0058] Once the calculation results meet the safety conditions, the displacement of the central enclosure, the relative displacement of the gas pipe, the tension of the limiting component, the tilt angle of the enclosure, the strain of the support, or the bottom slippage in the scheme meeting the conditions will be used as the basis for determining the monitoring threshold. The normal threshold can be determined based on the response range under normal construction disturbance, the warning threshold can be determined based on a certain percentage of the allowable value or the safety reserve, and the alarm threshold should be lower than the failure control value of the corresponding structure or pipeline, and used to trigger inspection, reinforcement, shutdown, or emergency response.

[0059] Through the above steps, this embodiment can not only provide safety judgment results under the combined stress state of enclosure, pipeline, base and foundation, but also use the calculation results in reverse to determine the base type, column and brace parameters, pipeline layout layer, limit buffer parameters and monitoring alarm threshold, so that the impact-resistant design method can be implemented in specific projects.

[0060] like Figure 4 , Figure 5 As shown, to verify the feasibility of the above impact-resistant design method, this embodiment uses MidasFEA NX to establish a three-dimensional finite element model of a seven-section continuous enclosure module, and calculates and analyzes the displacement and stress response of the main enclosure structure, bottom support structure and temporary pipelines under equivalent impact load.

[0061] Each enclosure module measures 2.4 m × 1.6 m × 3.55 m, and the total enclosure length of the seven continuous modules is 16.8 m. The foundation computational domain measures 32.8 m × 17.6 m × 8.0 m. The upper boundary of the model is set as a free boundary, the bottom of the foundation is constrained in three directions, normal constraints are applied to the sides of the foundation computational domain, and constraints suitable for long-distance continuous pipelines are applied to both ends of the temporary pipelines to reduce the influence of the end boundaries of the finite model on the calculation results of the central enclosure module.

[0062] Table 1 Foundation Material Parameters

[0063] The enclosure base is made of C25 concrete, while the enclosure panels, vertical columns, diagonal support columns, and other support frames are made of steel. Water supply pipelines are located in the low-lying load-bearing area inside the bottom support structure, while power lines, communication lines, and gas lines are continuously arranged along the length of the enclosure via corresponding pipeline load-bearing components.

[0064] The original calculation model in this embodiment establishes water supply, electricity, gas, and communication pipelines as equivalent entities, and reflects the unit length mass and overall stiffness of the pipelines and their internal media or cables through equivalent unit weight and equivalent elastic modulus. To improve the accuracy of actual engineering verification, it is preferable to establish a hollow section model based on the actual outer diameter and wall thickness of the pipeline during further design; when using an equivalent section model, the unit length mass, axial stiffness, and bending stiffness of the equivalent section should be close to those of the actual pipeline.

[0065] Table 2 Material Parameters for Enclosure and Pipeline Calculation

[0066] A nonlinear Coulomb friction interface element was set between the bottom concrete base and the asphalt pavement to simulate the contact, separation, and relative slippage between the bottom support structure and the pavement. The interface parameters are shown in Table 3.

[0067] Table 3 Base-Road Interface Parameters

[0068] In this embodiment, the mass m of the impactor is 2000 kg, and the impact velocities are 40 km / h, 50 km / h, and 60 km / h, respectively. The equivalent impact duration Δt is 0.1 s. The equivalent impact forces F_eq calculated according to the equivalent impact force formula are 222.2 kN, 277.8 kN, and 333.3 kN, respectively.

[0069] When the equivalent impact load is uniformly distributed over an area of ​​1.0 The equivalent surface loads for the impact zone are 222.2 kPa, 277.8 kPa, and 333.3 kPa, respectively. The impact zone is located in the middle standard segment of the seven-section continuous enclosure model and is situated within a height range of 0.5 m from the bottom support surface.

[0070] Table 4 Equivalent Impact Load

[0071] In this embodiment, the water supply pipeline is located in the low-lying load-bearing area inside the bottom support structure to reduce the height of heavier pipelines and minimize the impact of pipeline loads on the stability of the upper structure of the enclosure. Power lines, communication lines, and gas lines are respectively located in their corresponding load-bearing layers. The gas pipeline is supported by pipeline load-bearing components and may be further supported by elastic buffer layers, limiting devices, and condition monitoring units.

[0072] Table 5 shows the maximum horizontal and vertical displacements of the enclosure structure under three equivalent impact conditions of 40 km / h, 50 km / h, and 60 km / h.

[0073] Table 5 Calculation results of maximum displacement of the enclosure structure

[0074] As shown in Table 5, with the impact speed increasing from 40 km / h to 60 km / h, the maximum horizontal displacement of the enclosure structure increased from 7.02 mm to 10.09 mm, and the maximum vertical displacement increased from 0.82 mm to 2.11 mm. The displacement response of the enclosure structure increased with the increase of the equivalent impact load. The maximum horizontal displacement mainly occurred near the middle segment of the impacted structure, and generally showed a distribution pattern of larger displacement in the middle and smaller displacement at both ends along the length of the enclosure.

[0075] The vertical deformation of the enclosure segments and the bottom support structure is relatively continuous, and no obvious local misalignment or abrupt change in vertical displacement was observed during the calculation. The above results indicate that the bottom support structure, vertical columns, transverse connecting members, and diagonal support members used in this embodiment can jointly form the impact load transmission path.

[0076] The maximum horizontal and vertical displacements of the temporary pipeline under the three equivalent impact conditions are shown in Table 6.

[0077] Table 6 Calculation results of maximum displacement of temporary pipelines

[0078] As shown in Table 6, the maximum horizontal displacement of the temporary pipeline increases with the increase of the impact velocity, and is 6.85 mm, 8.79 mm and 9.90 mm at 40 km / h, 50 km / h and 60 km / h respectively; the corresponding maximum vertical displacement is 0.82 mm, 1.04 mm and 2.11 mm respectively.

[0079] The maximum horizontal displacement of the temporary pipeline mainly occurs in the middle region along the length of the enclosure. Its displacement distribution pattern is basically consistent with the lateral deformation pattern of the main enclosure structure, indicating that the pipeline displacement under impact load is mainly affected by the coordinated deformation of the enclosure structure and the pipeline load-bearing components. Therefore, when determining the installation location of the condition monitoring unit, displacement or stress monitoring devices can be preferentially placed in the middle segment of the enclosure, at the connection point between the pipeline load-bearing components and the vertical columns, and near the gas pipe limiting components.

[0080] The original calculations also referenced and converted the stress of various pipelines based on the output results of the equivalent solid model, as shown in Table 7. Since there are differences between the stress distribution of the equivalent solid cross section and the actual hollow pipeline wall, Table 7 is mainly used to analyze the trend of pipeline stress with impact velocity and to identify the main control pipelines. It does not replace the final strength verification based on the actual outer diameter, wall thickness, material and interface type of the pipeline.

[0081] Table 7. Reference results of stress transformation from the original equivalent model

[0082] As shown in Table 7, under the calculation parameters and equivalent impact conditions used in this embodiment, the reference stress of various pipelines generally increases with the increase of impact velocity. Among them, the reference stress level of the water supply pipeline is relatively high, reaching 209.2 MPa at 60 km / h, which is close to the adopted reference strength design value of 215 MPa. Therefore, the water supply pipeline and its low-level support components are the main control objects of this embodiment.

[0083] When further designing structural parameters, the width and mass of the bottom support structure, the pipeline support spacing, the cross-section of the load-bearing bracket, and the diagonal support components in the middle of the enclosure can be strengthened or adjusted for the low-lying load-bearing area where the water supply pipeline is located. The reference stress of the gas pipeline is relatively low, but considering the requirements of the gas pipeline for abnormal displacement and interface safety, an independent protection system can be formed by elastic buffer pads, secondary limiting components, and condition monitoring units.

[0084] The calculation results of this embodiment show that by establishing a collaborative calculation model of the contact relationship between the main enclosure structure, the bottom support structure, the temporary pipelines and the foundation, the displacement and stress response of the enclosure structure and the temporary pipelines under different equivalent impact conditions can be obtained, and key control locations such as the middle section of the enclosure, the low-level bearing area of ​​the water supply pipe and the connection part of the inclined support can be identified accordingly.

[0085] The calculation results can be used to adjust the dimensions and mass of the bottom support structure, the cross-section of the vertical column, the parameters of the inclined support components, the pipeline support spacing and the pipeline bearing layer, and can provide a calculation basis for determining the installation position and early warning threshold of the condition monitoring unit, thereby verifying the feasibility of the above-mentioned impact-resistant design method.

[0086] Monitoring location and threshold determination: Based on the displacement distribution of the seven-section continuous model, the central standard segment of the enclosure, the mid-span of the water supply pipe, and the contact area between the gas pipe support bracket and base and the road surface are the priority monitoring locations. Inclination sensors or strain sensors can be installed on the central vertical column, tension sensors can be installed on the gas pipe limiting component, and displacement sensors can be installed between the gas pipe and the vertical column.

[0087] First, extract the baseline response for each monitoring location from the calculation scheme that meets the structural safety conditions. Then, combine the allowable displacement of pipeline interfaces, the allowable tensile force of limit components, the allowable tilt angle of enclosures, and safety reserves to determine the early warning threshold and alarm threshold. If the early warning threshold is lower than the alarm threshold, or if the monitored value reaches the early warning threshold, prompt on-site inspection of the condition of connectors, supports, and bases. If the alarm threshold is reached, prompt immediate reinforcement, shutdown, or emergency response measures.

[0088] For the parameters of the elastic buffer pad and the limiting component, comparative working conditions with and without the buffer pad, with and without the limiting component, different pad thicknesses, different limiting component relaxation amounts, and different fixing angles can be set to extract the local stress, relative displacement, and limiting component tension of the gas pipe to determine its optimal parameter range.

[0089] The number of model sections, foundation range, material parameters, impactor mass, impact velocity, impact duration, impact area, allowable displacement, strength design value, sensor type, and alarm threshold in the above embodiments can all be adjusted according to specific engineering conditions and do not constitute a limitation on the scope of protection of this invention.

[0090] This invention integrates construction enclosure and temporary pipeline support into a unified structure, and optimizes parameters through collaborative calculation of enclosure-pipeline-foundation, generating a synergistic effect between structural integration and computational back-calculation: On the one hand, the physical integration enables the enclosure main body, pipeline support, lateral stability, limiting buffer, and status monitoring to form a continuous force transmission path. Impact loads can be transferred to the foundation through diagonal braces and bottom support structures. At the same time, the displacement, tension, and tilt angle data fed back in real time by the status monitoring unit are input back into the collaborative calculation model, forming a dynamic closed loop of design-monitoring-response. On the other hand, this method breaks through the fragmented mode of designing the structure first and then verifying it separately in traditional engineering design. By directly using the calculation results to determine the base form, vertical column and diagonal brace parameters, pipeline layer, limiting buffer parameters, and monitoring alarm thresholds, it achieves the same source determination of structural parameters and monitoring thresholds, making status monitoring no longer a post-event remedy, but an organic part of the design stage. The bidirectional coupling of this structural system and computational method, along with the synergistic optimization of hardware layout and software algorithms, has resulted in better overall performance: under the same impact conditions, not only are the displacement and stress responses of the enclosure-pipeline system lower, but the early warning of the monitoring system is also more accurate and the response is more proactive, thereby significantly improving the safety redundancy and emergency response efficiency of temporary pipelines (especially gas pipelines) during construction.

[0091] The above embodiments are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above embodiments. Any changes, modifications, substitutions, combinations, or simplifications made without departing from the spirit and principle of the present invention shall be considered equivalent substitutions and shall be included within the protection scope of the present invention.

Claims

1. A construction enclosure system, characterized in that, include The enclosure main unit includes multiple bottom support structures that are continuously or intermittently arranged along the boundary of the construction area. Vertical columns are fixed on the bottom support structures, and horizontal enclosure components and central stabilizing supports are arranged between adjacent vertical columns. The pipeline support unit includes a horizontal support bracket for supporting the pipeline and a cable bracket for fixing the cable. The horizontal support bracket and the cable bracket are installed at different heights of the vertical column. The limiting buffer unit includes a clamp sleeved on the outer periphery of the gas pipe, an elastic buffer pad layer located between the clamp and the outer wall of the gas pipe, and a limiting member connected to the clamp. The limiting member has a preset slack or pre-tension force. When the displacement of the gas pipe exceeds the preset range, the limiting member is tensioned and forms a secondary constraint on the gas pipe. The lateral stabilizing unit includes a diagonal brace installed on one side of the enclosure main unit. One end of the diagonal brace is connected to a vertical column, a horizontal support bracket, or a central stabilizing bracket, and the other end is connected to the bottom support structure or the ground. The condition monitoring unit is used to detect gas pipe offset, limit component tension or tension status, enclosure tilt angle, bracket strain or impact response.

2. The construction enclosure system according to claim 1, characterized in that, The bottom support structure adopts a precast concrete base, a reinforced concrete base, or a steel structure counterweight base. The bottom support structure is equipped with a bottom extension structure to increase the grounding area, a tenon and mortise fit structure between adjacent bases, bottom ribs, grooves, or anti-slip textures. The bottom support structure is also equipped with a bearing groove, a through hole, an arc-shaped support seat, or a semi-enclosed support seat to place water pipes in the low bearing area of ​​the enclosed main unit.

3. The construction enclosure system according to claim 1, characterized in that, The upper part of the adjacent vertical columns is provided with an upper horizontal connecting bracket to improve the overall rigidity and cooperative stress-bearing capacity of the upper enclosure area.

4. The construction enclosure system according to claim 1, characterized in that, The elastic cushioning layer is made of rubber, elastomer, flexible polymer material, composite vibration damping material or foam cushioning material, and the limiting component is a limiting rope, limiting belt or cable.

5. The construction enclosure system according to claim 1, characterized in that, The bottom support structure, vertical columns, horizontal enclosure components, and pipeline bearing units constitute a modular assembly system. The components are connected by bolts, plugs, snaps, or flanges to achieve rapid installation, disassembly, relocation, and reuse.

6. A method for impact-resistant design of a construction enclosure system as described in any one of claims 1-5, characterized in that, Includes the following steps: S101, Steps for obtaining parameters: Obtain enclosure parameters, pipeline parameters, foundation parameters, connection parameters, and impact parameters; S102, Steps for establishing a collaborative model: Based on the parameters obtained in S101, establish a collaborative calculation model for enclosure, pipelines, and foundation; S103, Setting Boundaries and Working Conditions: In the collaborative calculation model established in S102, set the component connection relationships, interface contact conditions, boundary conditions, and impact working conditions. S104, Solution steps: Solve the collaborative calculation model set up in S103, calculate the displacement, stress, support reaction force, interface slip, tilt angle and limit member tension of the enclosure and pipeline, and use them as evaluation quantities. S105, Safety determination step: Compare each evaluation quantity obtained from S104 with the corresponding allowable value, and determine whether each evaluation quantity does not exceed the corresponding allowable value. S106, Parameter Adjustment Steps: When any evaluation quantity in S105 exceeds the corresponding allowable value, adjust at least one of the following parameters: bottom support structure width or mass, vertical column section or spacing, horizontal support bracket cantilever length, central stabilizing bracket position, number or angle of diagonal braces, pipeline layer position, elastic buffer pad thickness or stiffness, limit member slack or pretension force. Then return to S102 to update the collaborative calculation model and execute S103 to S105 again until all evaluation quantities meet the safety conditions. S107, Determine monitoring threshold steps: Based on the relative displacement of the gas pipe, the tension of the limiting component, the tilt angle of the enclosure or the strain of the support when the safety conditions are met in S106, determine the normal threshold, the early warning threshold and the alarm threshold, and write the early warning threshold and the alarm threshold into the status monitoring unit.

7. The impact-resistant design method according to claim 6, characterized in that, In S103, when the impact condition is simulated using the equivalent static method, the equivalent impact force and equivalent surface load are determined by the following formulas: F eq =m·v / Δt,p eq =F eq / A; In the formula, m is the mass of the impacting body, v is the impact velocity, Δt is the impact duration, A is the area of ​​impact load, and F is the impact load area. eq The dimension of p is force. eq The dimension of the load is surface load.

8. The impact-resistant design method according to claim 6, characterized in that, In S102, when a calculation model is established using an equivalent cross-section for a temporary pipeline, the equivalent model should have the same or similar mass per unit length as the actual pipeline, and the axial stiffness and bending stiffness should satisfy: E eq A eq ≈EA, E eq I eq ≈EI; In the formula, E, A, and I are the elastic modulus, cross-sectional area, and moment of inertia of the actual pipeline, respectively. eq A eq and I eq These are the parameters corresponding to the equivalent model.

9. The impact-resistant design method according to claim 6, characterized in that, In S105, the displacement, stress, and bottom interface slip of enclosures and pipelines are determined according to the following conditions: ， ； ， ； In the formula, u e,max For the maximum displacement of the enclosed structure, u p,max For the maximum displacement of the pipeline, σ vM,max For the maximum Mises equivalent stress in the pipeline, s max f represents the maximum slippage at the bottom interface; the values ​​within square brackets are allowable values ​​determined based on pipeline type, interface type, engineering conditions, property owner requirements, and applicable standards. d This represents the design strength value for the corresponding material.

10. The impact-resistant design method according to claim 6, characterized in that, In S107, the normal threshold is determined based on the response range under normal construction disturbance. The warning threshold is lower than the alarm threshold, and the alarm threshold is lower than the failure control value of the corresponding structure or pipeline. When the monitored value reaches the warning threshold, the warning signal is triggered, and when the monitored value reaches the alarm threshold, the alarm signal is triggered.

Images