Hazard identification and classification management system for water plant construction

Abstract

The application relates to the technical field of construction management, and discloses a hazard source identification grading management system for water plant construction, which comprises the following steps: collecting the water level height of a water structure and converting the water level height into a bottom-layer asymmetric hydrostatic stress; calculating residual hydrostatic pre-tightening stress penetrating into an adjacent limited space according to parameters of a connected shared wall; obtaining heavy machinery operation parameters to obtain dynamic vibration energy flow density converging and impacting the limited space; fitting a water power nonlinear resonance disaster-causing amplification factor in combination with a background value; calculating the volume of a limited space and the vulnerability of exposure; generating a global relative risk evaluation proportion of each concurrent area based on the above factors and the exposure; and finally dividing a total working hour pool according to the proportion to generate a safety prevention on-site total time length scheduling instruction. The scheme objectively evaluates the coupling risk under multi-cavity group asynchronous cross operation, and realizes the dispatch of safety supervision working hours.

Description

Technical Field

[0001] This invention relates to the field of construction management technology, and more specifically, to a hazard identification and classification management system for water plant construction. Background Technology

[0002] Construction of water plants (such as large-scale water purification plants and sewage treatment plants) often involves a complex of interconnected, multi-cavity hydraulic structures buried deep underground. Under tight deadlines, asynchronous and overlapping operations are common on construction sites. For example, a full-water tightness test may be conducted immediately after the main structure is topped out, while large-scale electromechanical piping installations are being carried out in a confined space within an adjacent interconnected pool separated only by a wall, simultaneously with heavy crawler cranes and other machinery operating on the ground. Existing construction safety supervision systems typically employ isolated static scoring methods (such as the LEC evaluation method), treating confined spaces, hoisting operations, and full-water tests as independent risk sources and setting fixed warning limits for each.

[0003] However, in the unique multi-cavity cross-operation scenario of the aforementioned water plant, the large-scale injection of water into one side of the pool generates enormous asymmetric dynamic hydrostatic pressure, forcing the shared wall of the interconnected structure into a high-critical prestressed tension state. At this point, if it encounters low-frequency mechanical vibration waves radiating across the strata and impacting the structure from heavy machinery operations overhead, it can easily trigger resonance and cascade amplification effects between the hydraulic hydrostatic prestressing field and the mechanical vibration energy waves. Once the shared wall defense line is breached, the high-pressure water flow will penetrate the isolation, severely threatening adjacent confined spaces with extremely low spatial redundancy. Existing safety management systems rely excessively on pre-set fixed alarm limits based on human experience, failing to dynamically quantify and understand the catastrophic potential energy caused by this cross-source energy coupling. This results in severely distorted risk weights derived from system assessments, leading to a serious mismatch between the core safety supervision timelines, prevention and inspection schedules, and the actual hazard areas at the construction site. This can easily cause paralysis of overall management and regulatory blind spots. Summary of the Invention

[0004] This invention provides a hazard identification and classification management system for water plant construction, which solves the technical problems mentioned in the background art.

[0005] This invention provides a hazard identification and classification management system for water plant construction. It is applied to a construction work area containing multiple concurrent construction zones. These zones include hydraulic structures under testing, adjacent confined spaces sharing a wall with the hydraulic structures, and heavy construction machinery. The system executes the following sequentially: The test water level height of the hydraulic structure is collected and converted into the bottom asymmetric hydrostatic pressure stress. Based on the parameters of the shared wall, calculate the residual hydrostatic preload stress that is transmitted from the bottom layer asymmetric hydrostatic pressure stress through the shared wall to the adjacent confined space. Obtain the operating parameters of heavy construction machinery and calculate the convergent dynamic vibration energy flux density of the converging impact in adjacent confined spaces; By combining the background values ​​of natural self-weight stress, the background values ​​of natural background micro-vibration energy flow, residual hydrostatic prestress, and converged dynamic vibration energy flow density, a hydraulic nonlinear resonance disaster amplification factor is generated. By combining the number of people and equipment in adjacent confined spaces, the vulnerability exposure degree of confined space volume is calculated; Based on the hydraulic nonlinear resonance disaster amplification factor and the vulnerability exposure degree of confined space volume crowding in each construction concurrent area, the global relative risk topology evaluation ratio of each construction concurrent area is generated. Obtain the total working time pool for safety supervision and inspection, divide the total working time pool for safety supervision and inspection according to the proportion of global relative risk topology evaluation, and generate a scheduling instruction for the total on-site safety prevention time allocation for each construction concurrent area.

[0006] The beneficial effects of this invention are as follows: This invention acquires the asymmetric hydrostatic pressure stress generated under full-water seepage resistance in real time, and couples it with the dynamic vibration energy flow density generated by heavy construction machinery across dimensions to obtain a nonlinear resonance disaster amplification factor. Then, it combines the vulnerability exposure degree of human and machine crowding in the confined space to generate a global relative risk assessment ratio. Finally, it automatically divides and distributes the total on-site safety prevention and control time scheduling instructions based on this. This solution effectively eliminates the subjective bias of manually defining the early warning boundary, realizes the objective quantification of multi-source coupled disaster potential energy in complex cross-construction scenarios, accurately guides the corresponding allocation of on-site safety inspection resources and real high-risk areas, and avoids blind scheduling of supervision time and waste of manpower. Attached Figure Description

[0007] Figure 1 This is a flowchart of the hazard identification and classification management system for water plant construction according to the present invention. Detailed Implementation

[0008] The subject matter described herein will now be discussed with reference to exemplary embodiments. It should be understood that these embodiments are discussed only to enable those skilled in the art to better understand and implement the subject matter described herein, and changes may be made to the function and arrangement of the elements discussed without departing from the scope of this specification. Various processes or components may be omitted, substituted, or added as needed in the examples. Furthermore, features described in some examples may be combined in other examples.

[0009] like Figure 1As shown, the hazard identification and classification management system for water plant construction is applied to a construction work area containing multiple concurrent construction zones. These zones include hydraulic structures under testing, adjacent confined spaces sharing walls with the hydraulic structures, and heavy construction machinery. The system executes the following sequentially: The test water level height of the hydraulic structure is collected and converted into the bottom asymmetric hydrostatic pressure stress. Based on the parameters of the shared wall, calculate the residual hydrostatic preload stress that is transmitted from the bottom layer asymmetric hydrostatic pressure stress through the shared wall to the adjacent confined space. Obtain the operating parameters of heavy construction machinery and calculate the convergent dynamic vibration energy flux density of the converging impact in adjacent confined spaces; By combining the background values ​​of natural self-weight stress, the background values ​​of natural background micro-vibration energy flow, residual hydrostatic prestress, and converged dynamic vibration energy flow density, a hydraulic nonlinear resonance disaster amplification factor is generated. By combining the number of people and equipment in adjacent confined spaces, the vulnerability exposure degree of confined space volume is calculated; Based on the hydraulic nonlinear resonance disaster amplification factor and the vulnerability exposure degree of confined space volume crowding in each construction concurrent area, the global relative risk topology evaluation ratio of each construction concurrent area is generated. Obtain the total working time pool for safety supervision and inspection, divide the total working time pool for safety supervision and inspection according to the proportion of global relative risk topology evaluation, and generate a scheduling instruction for the total on-site safety prevention time allocation for each construction concurrent area.

[0010] Preferably, the process of collecting the test water level height of the hydraulic structure and converting it into bottom-level asymmetric hydrostatic pressure stress includes: Obtain the density of the test water and the gravitational acceleration constant; The asymmetric hydrostatic stress at the bottom layer is obtained by multiplying the density of the test water, the constant of gravitational acceleration, and the test water level.

[0011] in, The underlying asymmetric hydrostatic pressure stress, The density of the water used in the test is given. Let gravitational acceleration be the constant. The test water level height is [height].

[0012] The density of the test water is the mass per unit volume of the water used in the water tightness test under the current temperature and water quality conditions. It can be obtained by taking samples on-site and using a liquid density meter, a vibration density meter, or by calculating based on the test water temperature and water quality test results. A value of 1000 kg / m³ is preferred, as this value is suitable for the ambient temperature clean freshwater conditions commonly used in water plant construction water tightness tests, and facilitates consistency with structural calculations and test records.

[0013] The gravitational acceleration constant is a fixed physical constant used when converting the weight of a water body into hydrostatic pressure. A preferred value is 9.8 meters per second squared, a commonly used standard value for calculations in conventional civil and hydraulic engineering projects, which meets the engineering accuracy requirements of a construction hazard identification and classification management system.

[0014] The test water level is the vertical height of the water surface relative to a uniform reference plane at the bottom of the hydraulic structure during the test. It can be obtained using a hydrostatic level gauge, ultrasonic level gauge, radar level gauge, or by manual verification with a ruler.

[0015] The bottom asymmetric hydrostatic pressure stress is the result of the dominant hydrostatic pressure on the bottom high-stress area of ​​the connected common wall when the hydraulic structure is filled with water on one side or the water levels on both sides are inconsistent. It is used to characterize the initial compressive strength formed by the water tightness test on the lower region of the connected common wall.

[0016] In specific implementation, for the acquisition benchmark, sampling frequency, and effective value of the test water level height, the finished surface of the bottom plate structure of the hydraulic structure directly connected to the shared wall should be used as a unified zero elevation benchmark, and the vertical distance from the zero elevation benchmark to the real-time water surface should be used as the final value. The liquid level acquisition point should be set on the water-facing side near the shared wall, and the distance from the wall surface should be 0.5 meters to 1 meter to reduce the influence of local waves, backflow, and surface disturbance on the reading. The system should continuously sample at a period of 10 to 30 seconds, and use the moving average value of the most recent 1 minute as the calculation input. At least one manual scale check should be performed at the first water injection, the middle of the water stabilization, and the end of the target water level maintenance. If the fluctuation amplitude of three consecutive samples exceeds 0.03 meters, it is determined that the period is in a disturbed state, and sampling should continue until the fluctuation subsides before taking a stable value.

[0017] In specific implementation, regarding the determination conditions and temperature correction for the test water density, when the water tightness test uses clean fresh water at room temperature and the water temperature is between 15 degrees Celsius and 25 degrees Celsius, the test water density can be directly fixed at 1000 kg per cubic meter; when using recycled water, water with added chemicals, or test water with significantly high salinity, one water sample should be taken from the water inlet and one from the steady-state zone in the pool for testing, and the average of the two test results should be taken as the test water density; when the water temperature deviates from the room temperature range, it should be corrected in conjunction with the measured temperature to ensure the accuracy of pressure conversion.

[0018] In practical implementation, for the unified value of the gravitational acceleration constant, all calculation processes of the same project, the same system, and the same version should use the same gravitational acceleration constant, and it should not be changed due to a single construction concurrent area, a single water tightness test, or a single inspection scheduling. In the implementation of the project, 9.8 meters per second squared is preferred, and no secondary correction is made for regional latitude differences. This slight difference will not have a substantial impact on the construction risk ranking and work time allocation, which can ensure that the calculation caliber of each region is consistent and avoid distortion of horizontal comparison due to the inconsistency of the constant.

[0019] In specific implementation, regarding the location, direction, and asymmetry determination of the asymmetric hydrostatic pressure stress at the bottom layer, the location of the asymmetric hydrostatic pressure stress at the bottom layer needs to be limited to the pressure zone at the bottom of the water-facing side of the connected common wall, preferably taking the bottom third of the connected common wall as the representative pressure zone; the direction of action should be along the normal of the connected common wall from the water-facing side to the side of the adjacent confined space; the asymmetry refers to the fact that the two sides of the connected common wall do not simultaneously bear the same hydrostatic pressure at the same water level. Typical situations include one side being full of water and the other side being empty, one side having a high water level and the other side having a low water level, or one side being tested and the other side being in a dry operation state; if there is water on both sides, the hydrostatic effect corresponding to the effective water level difference between the two sides should be taken as the standard.

[0020] Preferably, based on the parameters of the shared wall, the residual hydrostatic preload stress transmitted from the bottom layer asymmetric hydrostatic pressure stress through the shared wall to the adjacent confined space is calculated, including: Obtain the wall thickness of the shared wall of the connected structure, the actual pressure contact area on one side, and the Poisson's ratio of the concrete shared wall; The square root of the actual pressure-bearing contact area on one side is obtained by taking the square root of the area. The wall thickness is then divided by the square root of the area, multiplied by the Poisson's ratio of the concrete co-wall, and the negative number is taken as the exponent to construct a spatial decay power function term of the natural constant. Subsequently, the asymmetric hydrostatic pressure stress at the bottom layer is multiplied by the spatial decay power function term to obtain the residual hydrostatic preload stress.

[0021] in, The residual hydrostatic preload stress, The underlying asymmetric hydrostatic pressure stress, The Poisson's ratio of the common-wall concrete is given. The wall thickness is [missing information]. This refers to the actual pressure-bearing contact area on one side. It is an exponential function with the natural constant as its base.

[0022] The wall thickness is the actual structural thickness of the connected shared wall along the pressure transmission direction from the water-facing side wall to the adjacent confined space side wall. It can be obtained through as-built drawings, structural design drawings, concrete thickness detection, or ultrasonic testing.

[0023] The actual pressure-bearing contact area on one side is the effective pressure-bearing area where the water on the upstream side actually covers and continuously applies pressure to the connected shared wall under the current water level conditions. It can be determined by comprehensively considering the geometric dimensions of the connected shared wall, the current test water level, the sealing status of the holes, and the results of on-site surveying.

[0024] The square root of the area is a characteristic length parameter obtained by taking the square root of the actual pressure contact area on one side. It is used to convert the area scale into a length scale with the same dimension as the wall thickness, so as to establish the penetration attenuation relationship later.

[0025] The Poisson's ratio of a shared-wall concrete structure is the ratio between the lateral deformation and the longitudinal deformation of the connected, shared-wall concrete under compression. It can be obtained from concrete material test reports, structural design material parameter tables, or existing engineering material parameter databases. A preferred value is 0.16 to 0.22. This range is suitable for the conventional compression conditions of ordinary reinforced concrete commonly used in water plant construction. Lower values ​​are used for dense concrete with sufficient curing time, while higher values ​​are used for concrete with significant wetting or relatively many microcracks.

[0026] The natural constant is a fixed mathematical constant used in the exponential decay model. In engineering implementations, it is fixed at 2.7183.

[0027] The spatial attenuation power function term is an attenuation factor that characterizes the decrease in pressure as the bottom asymmetric hydrostatic stress penetrates the shared wall of the interconnected structure. It is used to reflect the degree of pressure attenuation under the combined effect of thick walls, small pressure zones, and large lateral constraints.

[0028] The residual hydrostatic pre-tightening stress is the compressive stress value that remains on the side of the adjacent confined space after the asymmetric hydrostatic pressure stress of the bottom layer is transmitted and attenuated through the shared wall of the connected body. It is used to characterize the pre-tightening state that the adjacent confined space has formed under the influence of the external water tightness test.

[0029] In practical implementation, regarding the measurement location of wall thickness and the treatment of thickened wall sections, the wall thickness needs to be measured along the main transmission direction of the asymmetric hydrostatic pressure stress in the bottom layer. Specifically, the shortest normal distance between the center of the pressure zone on the water-facing side and the corresponding point on the inner wall of the adjacent confined space should be used as the measurement benchmark. If the connected shared wall has local haunches, variable cross-sections, reinforced sections for equipment openings, or attached columns, the wall should first be divided into multiple local calculation segments according to the pressure path, and then the actual thickness should be measured for each local calculation segment. To ensure that the safety evaluation is conservative, when there are multiple candidate thicknesses in the same pressure zone, the smallest effective thickness corresponding to the actual pressure zone should be used first.

[0030] In specific implementation, the determination of the actual pressure-bearing contact area on one side should be based on the actual pressure-bearing area of ​​the solid area directly covered by the water body on the water-facing side, and should not be simply equated to the total area of ​​the entire wall. The calculation should take the current test water level as the upper boundary, the finished surface of the bottom plate on the water-facing side as the lower boundary, and the effective width of the connected shared wall in the current construction concurrent area as the lateral boundary, and deduct the area of ​​openings, sleeve holes, permanent equipment openings, unsealed reserved openings and flexible joint areas that do not participate in the pressure transmission. If the wall surface is rectangular and the water level does not exceed the top of the wall, the value can be obtained by multiplying the wall width by the current water level. If the wall surface has broken lines, steps or local grooves, it should be summed in sections.

[0031] In practical implementation, the selection criteria and scope for the Poisson's ratio of the shared concrete wall should prioritize the material test results under the concrete mix proportion and age conditions corresponding to the connected shared wall described in this project. When specific test results are lacking, the ratio can be selected from the parameter library based on concrete strength grade, pouring age, humidity status, and existing crack conditions. For ordinary reinforced concrete with sufficient pouring age and overall compaction, a ratio of approximately 0.18 is recommended. For walls that are chronically damp, have minor shrinkage cracks, or have numerous repaired joint sections, a ratio of 0.20 to 0.22 is recommended. To ensure consistency, the same Poisson's ratio for the shared concrete wall on the same side should be used within the same risk assessment period, and should not be arbitrarily changed for different calculation steps.

[0032] In practical implementation, considering the applicable premise and dimensional normalization of the spatial attenuation power function term, the wall thickness needs to be expressed in meters, and the actual pressure-bearing contact area on one side needs to be expressed in square meters. First, the square root of the actual pressure-bearing contact area on one side is obtained to get the square root of the area in meters. Then, the wall thickness is divided by the square root of the area to form a dimensionless ratio. Subsequently, this ratio is multiplied by the Poisson's ratio of the concrete wall and the opposite number is taken as the exponent input. This process reflects that the larger the pressure-bearing area, the wider the pressure diffusion path and the slower the transmission attenuation. The thicker the wall, the faster the penetration attenuation. This model is applicable to working conditions where the wall is continuous as a whole, there are no through cracks in the pressure-bearing area, and the transmission path is not cut off by large-sized holes.

[0033] In practical implementation, regarding the evaluation location and representative significance of residual hydrostatic preload stress, it is necessary to understand the residual hydrostatic preload stress as the equivalent average preload stress formed in the high-risk pressure zone at the bottom of the inner wall on one side of the adjacent confined space after the shared wall penetrates and transmits the stress. Preferably, the center point of the bottom one-third area of ​​the inner wall of the adjacent confined space is taken as the representative evaluation point, and the average result within a certain range near the evaluation point is taken as the output value of the residual hydrostatic preload stress. This can avoid the distortion of results caused by local spikes at a single point, and also reflect the true preload state on one side of the confined space.

[0034] Preferably, obtaining the operating parameters of the heavy construction machinery and calculating the convergent dynamic vibration energy flux density of the impact on the adjacent confined space includes: For each of the heavy construction machines in operation, the efficiency of mechanical energy conversion to excitation wave radiation, the actual operating power of the engine, the inherent absorption constant of the soil to the vibration wave, and the three-dimensional straight-line distance to the centroid of the adjacent confined space are obtained. Multiply the inherent absorption constant of the geological exploration soil to vibration waves by the three-dimensional straight-line distance and take the opposite number, and use this as an exponent to construct the geological attenuation power function term of the natural constant; The effective radiated power is obtained by multiplying the mechanical energy conversion efficiency to excitation wave radiation efficiency by the actual operating power of the engine. The spherical expansion area is obtained by multiplying four times pi by the square of the three-dimensional straight-line distance. The effective radiated power is then divided by the spherical expansion area and multiplied by the geological attenuation power function term to obtain the single-machine vibration energy flow density. Finally, the single-machine vibration energy flow densities of all the heavy construction machinery in operation are summed to obtain the converged dynamic vibration energy flow density.

[0035] in, The convergent dynamic vibration energy flux density, This represents the total number of heavy construction machinery. This refers to the traversal sequence number of the heavy construction machinery currently in operation. The efficiency of the conversion of mechanical energy into excitation wave radiation. For the first The actual operating power of the engine of the heavy construction machinery. Pi For the first The three-dimensional straight-line distance from the heavy construction machinery to the centroid of the adjacent confined space. The intrinsic absorption constant of the geological exploration soil for vibration waves is given.

[0036] The efficiency of mechanical energy conversion to excitation wave radiation is the proportion of mechanical work input by the heavy construction machinery that is actually converted into excitation wave radiation power of the soil and structure. It is preferably between 0.05 and 0.25, a range suitable for non-blasting conventional construction scenarios, with lower values ​​for stable hoisting equipment and higher values ​​for continuous impact and high-frequency compaction equipment.

[0037] The actual operating power of the engine is the effective power that the heavy construction machinery actually outputs to the operating system at the current operating moment. It can be obtained through engine control parameters, equipment control bus data, hydraulic pressure and flow sensors, fuel consumption monitoring, or by multiplying the rated power by the real-time load factor.

[0038] The inherent absorption constant of soil for vibration waves is a geological parameter characterizing the ability of soil at a construction site to attenuate the propagation of mechanical vibration waves. It can be obtained through field geological survey data, wave velocity testing, field vibration calibration, or a database of historical parameters for similar soil layers. The preferred value is 0.03 to 0.35 per meter. This range is suitable for common soil types at construction sites, such as loose backfill, saturated soft soil, silty clay, dense sand, and gravel. Lower values ​​are used for weak, continuous media, while higher values ​​are used for dense granular media and multi-interface scattering media.

[0039] The three-dimensional straight-line distance to the centroid of the adjacent confined space is the spatial straight-line distance between the main vibration source location of each heavy construction machine and the centroid of the adjacent confined space. This distance can be obtained through real-time equipment positioning, construction coordinate measurement, three-dimensional construction modeling, and on-site re-measurement.

[0040] The geological attenuation power function term is an exponential attenuation factor formed by the absorption and scattering of the medium during the propagation of vibration waves along the soil. It is used to characterize the change law that the influence of single-machine vibration is weaker as the distance increases and the soil absorption becomes stronger.

[0041] Effective radiated power is the actual vibration radiated power determined by the efficiency of mechanical energy conversion into excitation wave radiation and the actual operating power of the engine. It is used to represent the effective vibration energy level that truly enters the propagation medium.

[0042] Pi is a fixed mathematical constant used in calculating the area of ​​an extended sphere. In engineering implementations, it is fixed at 3.1416.

[0043] The spherical expansion area is the equivalent spherical propagation area formed on the radius corresponding to the centroid of the adjacent confined space when vibration energy propagates outward from the vibration source. It is used to characterize the geometric diffusion effect brought about by the increase of distance.

[0044] The single-machine vibration energy flux density is the vibration energy flux per unit area of ​​the centroid of the adjacent confined space after the propagation path attenuation and geometric diffusion of a single heavy construction machine. It is used to characterize the intensity of the independent dynamic disturbance of the adjacent confined space by a single machine.

[0045] The convergent dynamic vibration energy flux density is the sum of the dynamic vibration energy flux jointly generated by all the heavy construction machinery in operation at the same evaluation time on the adjacent confined space, and is used to characterize the total level of dynamic disturbance under the condition of multiple machines operating concurrently.

[0046] The total number of heavy construction machinery refers to the number of heavy construction machinery currently included in the monitoring scope of the aforementioned construction concurrency area. This number can be obtained through a combination of equipment entry records, electronic fence positioning, video recognition, and shift work plans.

[0047] The traversal sequence number of the heavy construction machinery in operation is the sequential number assigned to each heavy construction machinery in operation by the system when processing it one by one. This is used to ensure that the distance, power and absorption parameters of each piece of equipment can be matched one by one and accumulated.

[0048] In specific implementation, the rules for determining whether a machine is in operation and the statistical time window are as follows: the heavy construction machinery is considered to be in operation when its engine is running and at least one of its traveling mechanism, slewing mechanism, hoisting mechanism, tamping mechanism, or hydraulic actuator is continuously outputting power. The system should use 1 minute as a unified statistical time window. If the effective operation duration reaches 30 seconds within this time window, the equipment will be included in the current calculation. If the machine is only ignited for standby, undergoing maintenance power outage, or temporarily shut down, it will not be included.

[0049] In practical implementation, to determine the efficiency of mechanical energy conversion to excitation wave radiation, a parameter library needs to be established according to the type of machinery, the operation action, and the grounding method. For crawler cranes, a value of 0.05 to 0.10 is appropriate for smooth lifting; for excavators, a value of 0.10 to 0.18 is appropriate for crushing or heavy excavation; and for vibratory rammers and high-intensity compaction equipment, a value of 0.18 to 0.25 is appropriate. If the same equipment performs multiple actions within a statistical time window, the efficiency of mechanical energy conversion to excitation wave radiation should be selected based on the action with the longest duration within that time window. If the durations are similar, the higher value should be used to ensure safety and conservatism.

[0050] In practice, regarding the acquisition and calculation of the engine's actual operating power, it is necessary to prioritize reading real-time data such as engine output power, hydraulic pump load, speed, and torque directly from the equipment control bus. If the field equipment does not have direct output capability, the rated power can be multiplied by the real-time load factor for calculation. The real-time load factor can be determined jointly by throttle opening, hydraulic pressure, flow rate, and actuator operation status. To reduce instantaneous peak errors, it is advisable to take the average value of the most recent 30 to 60 seconds as the engine's actual operating power.

[0051] In practice, regarding the method of obtaining the inherent absorption constant of the soil for vibration waves and the layered conversion, the absorption level should be initially selected based on the soil layer distribution, natural density, water content, compression modulus and wave velocity data in the field geological survey report, and then the parameters should be corrected through vibration test monitoring. If the vibration propagation path passes through multiple layers of soil, the conversion should be carried out in segments according to the proportion of the path length of each soil layer, and an equivalent inherent absorption constant of the soil for vibration waves should be formed.

[0052] In specific implementation, the determination of the centroid points and three-dimensional straight-line distances of adjacent confined spaces should be based on the three-dimensional geometric center of the survivable net space, rather than the geometric center of the gross volume or the plane center. During calculation, permanent equipment, vertical shafts, inaccessible enclosed sections, and low-ceilinged areas where standing is not allowed should be deducted first, and then the centroid position should be determined based on the remaining net space. The vibration source position of each heavy construction machine should preferably be taken as the geometric center of the equipment chassis or the projection center of the main vibration actuator, and then the spatial straight-line distance between it and the centroid points of the adjacent confined spaces should be calculated.

[0053] In practical implementation, for the time synchronization and parameter correspondence of multiple heavy construction machines when accumulating data, the actual operating power of the engine, the efficiency of mechanical energy conversion to excitation wave radiation, the inherent absorption constant of the soil to vibration wave, and the three-dimensional straight-line distance of all equipment should be uniformly taken at the same evaluation time or within the same statistical time window before summing. For different machine models, the same set of radiation parameters should not be shared. Instead, values ​​should be taken separately according to the equipment type and current operating status to form their own individual items before summing.

[0054] In practical implementation, regarding the applicable boundaries of the spherical expansion model and the geological attenuation model, the model needs to be applicable to non-blasting, continuous mechanical operations, and working conditions where the medium is generally continuous and there is no obvious ultra-large rigid vibration isolation barrier to cut off the propagation path. When the vibration source is too close, there are thick vibration isolation plates, deep trench cavities, or obvious underground structure reflection focusing effects, path correction should be performed or a lower limit distance should be set to avoid excessive amplification of the geometric diffusion term.

[0055] Preferably, by combining the background value of natural self-weight ground stress, the background value of natural background micro-vibration energy flow, the residual hydrostatic prestress, and the converged dynamic vibration energy flow density, a hydraulic nonlinear resonance disaster amplification factor is fitted and generated, including: Obtain the background value of the natural self-weight geostress at the corresponding depth and the background value of the natural background micro-vibration energy flow before the commencement of the project; The static stress ratio is obtained by dividing the residual hydrostatic prestress by the natural self-weight ground stress background value. The dynamic energy flow density is divided by the natural background micro-vibration energy flow background value, and a natural constant is added to the quotient. Then, a natural logarithmic operation is performed to obtain the dynamic energy flow amplification logarithm term. Multiplying the static stress ratio by the logarithm of the dynamic energy flow amplification term yields the hydraulic nonlinear resonance disaster amplification factor:

[0056] in, This is the amplification factor for the disaster caused by the hydraulic nonlinear resonance. The natural self-weight stress background value is given. The background value of the natural background micro-vibration energy flow is given. It is a natural constant. It is the natural logarithm function.

[0057] The natural self-weight ground stress background value is the benchmark ground stress value naturally formed by the soil or retaining environment at a corresponding depth due to its own weight when it is not affected by construction disturbance. It can be obtained through geological survey data, layered unit weight integral calculation, in-situ stress testing, or inversion from existing foundation pit monitoring.

[0058] The background value of natural background micro-vibration energy flux is the baseline value of the weak vibration energy flux that naturally exists on the site under conditions of no construction machinery disturbance before the commencement of the project. It can be obtained by continuously monitoring and converting the data by deploying micro-vibration sensors, triaxial velocity sensors, or low-frequency acceleration sensors on site.

[0059] The static stress ratio is the ratio of the residual hydrostatic prestress to the natural self-weight ground stress background value, used to characterize the degree of enhancement of the additional static compressive stress introduced by the water tightness test relative to the natural ground stress background.

[0060] The dynamic energy flow amplification logarithmic term is the result of logarithmically compressing the amplification degree of the converged dynamic vibration energy flow density relative to the background value of the natural background micro-vibration energy flow, and is used to convert the growth amplitude of dynamic disturbance into a more stable and comparable indicator.

[0061] The hydraulic nonlinear resonance disaster amplification factor is a comprehensive amplification index obtained by coupling the static stress ratio and the dynamic energy flow amplification logarithm. It is used to characterize the enhancement level of the disaster-causing tendency of the adjacent confined space when static water pre-tightening and mechanical vibration work together.

[0062] In practice, the selection criterion for the corresponding depth should be uniformly taken as the burial depth corresponding to the centroid point of the adjacent confined space, or the burial depth corresponding to the elevation of the main working surface in the adjacent confined space. When the two are inconsistent, the deeper position should be selected first to ensure safety and conservatism. If the adjacent confined space is a multi-layer working space, the deepest layer with people currently working should be taken as the corresponding depth.

[0063] In practice, to obtain the background value of natural self-weight ground stress, it is necessary to prioritize the accumulation of the natural unit weight of each soil layer above the corresponding depth, and to correct the effective stress in combination with the groundwater level. In projects where in-situ stress testing, pressure meter testing or inversion analysis has been carried out, the measured or inversion results can also be used directly. If there is a clear layer interface at the same depth, it should be integrated according to the actual layer thickness.

[0064] In practice, the monitoring cycle and statistical scope for the background value of natural background micro-vibration energy flow should be continuously monitored before the start of the project, under conditions where there is no heavy construction machinery in operation, no large-scale transportation, and no strong external disturbances. The monitoring duration should be 24 to 72 hours to cover diurnal environmental changes. The monitoring points should include at least the pre-planned work area of ​​the adjacent confined space and the side closest to the shared wall of the connected structure. The median or average value after removing extreme values ​​should be taken as the background value of natural background micro-vibration energy flow. If there are fixed external sources around the site, such as urban roads or long-term operating pump stations, the background influence should be fully preserved during the monitoring period and should not be artificially removed.

[0065] In specific implementation, in order to achieve the purpose of adding a natural constant to the logarithmic term of dynamic energy flow amplification and to prevent zeroing, after dividing the converged dynamic vibration energy flow density by the background value of the natural background micro-vibration energy flow, the natural constant is first added to the quotient value, and then the natural logarithmic operation is performed. This process ensures that the logarithmic input is always positive, that the results remain continuous and do not jump in value when the construction dynamic disturbance is close to zero, and that extreme amplification errors occur in scenarios with small background values.

[0066] In specific implementation, regarding the fitting basis, update time, and applicable conditions of the hydraulic nonlinear resonance disaster amplification factor, the hydraulic nonlinear resonance disaster amplification factor should be based on the product of the static stress ratio and the logarithm of the dynamic energy flow amplification term as the basic fitting value, and should preferably be updated once every 5 minutes. To suppress instantaneous abnormal spikes, the basic fitting values ​​of the most recent 3 update cycles can be saved simultaneously, and then the final result can be output using a weighted average method. This index is applicable to risk assessment scenarios where water tightness tests and non-blasting mechanical construction occur simultaneously, but is not applicable to blasting operations, instantaneous impact damage, or the post-accident stage after structural cracking and instability has occurred.

[0067] In practical implementation, to address the dimensionless requirement of the static stress ratio and the logarithm of the dynamic energy flow amplification, the residual hydrostatic prestress and the natural self-weight ground stress must be divided using the same stress dimension, and the converged dynamic vibration energy flow density and the natural background micro-vibration energy flow background must be divided using the same energy flow density dimension. Only when both ratios are dimensionless can the hydraulic nonlinear resonance disaster amplification factor have stable comparability. If there are dimensional differences between different data sources on site, unit conversion should be performed first before proceeding with the calculation.

[0068] Preferably, the vulnerability exposure degree of confined space volume is calculated by combining the number of people and equipment occupied in the adjacent confined spaces, including: Obtain the total number of workers and large stacking equipment in the adjacent confined space in real time; Obtain the minimum spatial envelope volume for a single person to escape in an emergency, the average spatial envelope volume for large equipment, and the total net unloaded survival volume of the adjacent confined spaces; The personnel occupancy is obtained by multiplying the total number of real-time workers by the minimum space envelope volume for single-person emergency escape. The equipment occupancy is obtained by multiplying the number of large stacked equipment by the average space envelope volume of the large equipment. The personnel occupancy and equipment occupancy are added together and then divided by the total empty net survival volume to obtain the vulnerability exposure degree of the confined space volume occupancy.

[0069] in, The confined space volume reduces the vulnerability exposure. The total number of workers performing the real-time operations. This refers to the minimum spatial envelope volume for a single person to escape in an emergency. The number of the large stacking equipment. The average spatial envelope volume of the large equipment is... This refers to the total net living volume under no-load conditions.

[0070] The total number of workers in real-time operation is the number of workers currently in the adjacent confined space who are either actually working or waiting to work at the current assessment moment. This number can be obtained through a combination of access control records, personnel location tags, video recognition, team roll call, and work ticket verification.

[0071] The number of large-scale stacking equipment refers to the number of large-volume equipment or large-volume stacking units that actually occupy working and escape space within the adjacent confined space at the current assessment moment. This number can be obtained through material ledgers, video recognition, on-site inspection data entry, and 3D layout verification.

[0072] The minimum spatial envelope volume for a single person's emergency turnaround escape is the minimum three-dimensional envelope space required for a single worker to perform sudden turning, turning, dodging, and starting evacuation actions while wearing standard personal protective equipment. Preferably, it is between 1.2 and 1.8 cubic meters. This range accommodates the needs of adult construction workers wearing safety helmets, work clothes, and basic tools to complete emergency turnaround and rapid evacuation, preserving basic shoulder width, turning margin, and upper limb swing clearance. A volume below this range will significantly affect the completion of escape actions.

[0073] The average spatial envelope volume of large equipment is the average envelope volume formed by the large stacked equipment after it has been stacked in the adjacent confined space, including the minimum maintenance and detour clearance. It can be obtained through equipment size data, delivery lists, 3D layout models, and on-site laser ranging verification. Preferably, it is between 4 and 12 cubic meters. This range is suitable for the external dimensions of common complete sets of electromechanical equipment, pipe sections, and cabinets used in water plant construction, and typically falls within this range after adding a safety detour clearance of 0.3 to 0.5 meters.

[0074] Personnel occupancy is the total personnel space occupancy formed by the total number of real-time workers and the minimum space envelope volume for emergency escape by a single person. It is used to characterize the overall degree of occupancy of the net survival space of the confined space by on-site personnel.

[0075] Equipment occupancy is the total space occupied by the number of large stacked equipment and the average spatial envelope volume of the large equipment, used to characterize the overall degree of compression of the net living space of the confined space by the stacking of materials and equipment.

[0076] The total unloaded net survival volume is the total net space volume of the adjacent confined space that allows personnel to maintain basic standing, turning around, and evacuation, excluding temporary personnel and temporary large-scale storage equipment. It can be obtained through structural clearance measurement, 3D scanning, as-built dimension verification, and on-site obstacle deduction calculation.

[0077] The confined space volume occupancy vulnerability exposure is the ratio of personnel and equipment occupancy to the total empty net survival volume. It is used to characterize the degree to which the confined space safety redundancy is compressed. The higher the value, the more vulnerable the workers are under the same disturbance.

[0078] In practice, to obtain the total number of workers in real-time, a dual confirmation mechanism of personnel access and spatial presence is required. First, the theoretical number of workers present is formed based on confined space work tickets, access control records, and team sign-in. Second, the actual number of workers present is confirmed through personnel positioning tags or video recognition. Finally, the result of cross-verification of the two is used as the total number of workers in real-time. If there are cases where personnel leave for a short time and then return, they should be considered to be in place for more than 30 seconds in the most recent minute as valid presence.

[0079] In specific implementation, the criteria for determining the number of large stacking equipment should be as follows: any equipment or stacking unit that occupies a fixed position in the adjacent confined space, significantly compresses the clear width of the passage, and affects the turning around and escape routes should be included in the number of large stacking equipment. It can be determined comprehensively from three dimensions: volume, floor space, and height. The preferred criteria are that the volume of a single piece is not less than 1 cubic meter, or the floor space is not less than 0.5 square meters, or the stacking height is not less than 1.2 meters. Meeting any one of these conditions is sufficient for inclusion.

[0080] In practical implementation, the selection criteria for the minimum spatial envelope volume for a single person's emergency turnaround escape should be based on the physical outline of the worker wearing a safety helmet, protective shoes, and a standard tool bag, and then superimposed with the minimum movement margin necessary for turning around, sideways avoidance, raising arms to protect the head, and starting to evacuate to form a three-dimensional envelope space. For areas with good standing conditions, it can be determined according to shoulder width, forward and backward step distance, and effective net height. For areas with low net height or dense pipelines, the margin required for torso leaning forward and sideways obstacle avoidance should be further increased.

[0081] In practical implementation, for the categorized selection of average spatial envelope volume for large equipment, a parameter library needs to be established according to equipment category, and the average envelope value consistent with the current stacking type should be selected during actual layout. For complete cabinet equipment, the value should be taken after expanding the equipment's outer contour by 0.3 meters for safety clearance. For large-diameter pipe fittings, the value should be taken together based on the actual outer diameter, length, and temporary wooden padding. For pump sets and valve assemblies, the value should be taken together based on the maintenance clearance after hoisting and placement. If multiple types of large stacked equipment exist in the same confined space, they should be calculated separately for each type and then summed, rather than simply using a single average value.

[0082] In practice, to determine the total net survival volume without load, it is necessary to first calculate the gross net volume based on the structural net dimensions of the adjacent confined spaces, then deduct the volumes of permanent columns, equipment foundations, fixed pipes, cable trays, air ducts, inaccessible recesses, sump pits, and low-ceilinged areas where standing is not permitted, and finally deduct the volume of the minimum evacuation route that must be retained for a long time as an escape route. Only the remaining part can be used as the total net survival volume without load. For complex spaces, it is advisable to use a three-dimensional scanning method or a method of summing up segmented measurements.

[0083] In practical implementation, regarding the update rules and meaning boundaries of the vulnerability exposure degree of confined space volume encroachment, the vulnerability exposure degree of confined space volume encroachment should be updated once every 1 to 5 minutes, and refreshed immediately after personnel entry and exit, equipment transfer, changes in temporary stacking, and changes in passage occupancy; this indicator reflects the degree to which space safety redundancy is occupied, rather than directly replacing other risk assessments such as gas poisoning, insufficient lighting, or falls; the higher the value, the more difficult it is for personnel to complete rapid safety evacuation under the same external disturbance.

[0084] Preferably, based on the hydraulic nonlinear resonance disaster amplification factor and the vulnerability exposure degree of the confined space volume encroachment in each of the construction concurrency areas, a global relative risk topology assessment proportion for each of the construction concurrency areas is generated, including: For each of the aforementioned construction concurrent areas, the corresponding hydraulic nonlinear resonance disaster amplification factor is multiplied by the corresponding confined space volume encroachment vulnerability exposure degree to obtain a comprehensive risk index. The comprehensive risk index is then used as an index to perform a power operation on a natural constant to obtain the absolute danger weight value of the construction concurrent area. The absolute hazard weight values ​​of all the construction concurrency areas are summed to obtain the global safety denominator base. The absolute hazard weight value of the construction concurrency area is then divided by the global safety denominator base to generate the global relative risk topology evaluation proportion for that construction concurrency area.

[0085] in, This represents the percentage of the global relative risk topology assessment for the construction concurrency area. This refers to the hydraulic nonlinear resonance disaster amplification factor corresponding to the construction concurrency area. The confined space volume corresponding to the construction concurrency area is considered to reduce the vulnerability exposure. This represents the total number of areas where construction is occurring concurrently. For the traversal index, For the first The hydraulic nonlinear resonance disaster amplification factor in the construction concurrent area For the first The confined space volume of the construction concurrent area reduces the vulnerability of the exposed area.

[0086] The comprehensive risk index is a regional comprehensive risk quantity formed by the hydraulic nonlinear resonance disaster amplification factor in a certain construction concurrent area and the corresponding confined space volume crowding vulnerability exposure degree. It is used to characterize the overall hazard intensity of a single area under coupled disaster trend and vulnerability exposure state.

[0087] The absolute risk weight value is a non-linear amplification weight obtained by index mapping the comprehensive risk index, which is used to enhance the difference between high-risk areas and medium- and low-risk areas.

[0088] The global safety denominator base is the sum of the absolute hazard weight values ​​of all the aforementioned construction concurrent areas, which is used as the global normalization denominator to ensure that the final proportions of each area are comparable.

[0089] The global relative risk topology evaluation proportion is the ratio of the absolute hazard weight value of a single construction concurrent area to the global safety denominator base, used to represent the relative risk share of that area among all current concurrent areas.

[0090] The total number of concurrent construction areas is the number of concurrent construction areas currently included in the unified risk ranking and unified work hour allocation. It can be obtained by comprehensively considering the construction organization division, digital site layout, shift work list, and on-site start / stop status.

[0091] The traversal sequence number is a sequential number assigned to each region by the system when summing all the concurrent construction regions, to ensure that the global accumulation process is not missed or repeated.

[0092] The construction concurrency zone number is a unique identification number assigned by the system to the current single construction concurrency zone, used to accurately map risk results and subsequent work time scheduling results to specific zones.

[0093] In practice, the principles for dividing concurrent construction areas should be based on the following: relatively independent spaces, relatively continuous work content, relatively consistent external disturbance paths, and verifiable safety management boundaries. Work areas that share the same connecting wall, the same main mechanical disturbance field, or the same confined space escape route should be included in the same concurrent construction area. If they are spatially independent and have different risk propagation chains, they should be separated into different areas.

[0094] In practical implementation, regarding the definition and mapping rules of the construction concurrent area sequence number and the traversal sequence number, the construction concurrent area sequence number should be a long-term stable business number, used to maintain consistency with drawings, site markings, construction logs, and management terminal interfaces; the traversal sequence number is only a temporary sequence number in a single calculation process, which can change with the calculation order; the system should establish a mapping table to ensure that each temporary traversal item can be uniquely written back to the fixed construction concurrent area sequence number.

[0095] In specific implementation, regarding the time synchronization rules for calculating the comprehensive risk index, the hydraulic nonlinear resonance disaster amplification factor and the confined space volume encroachment vulnerability exposure degree that need to be included in the calculation must come from the same assessment time or the same statistical time window. It is prohibited to directly multiply parameters from different time sections. The system should adopt a uniform 5-minute assessment cycle and synchronously refresh the parameters of each area at the end of each cycle.

[0096] In specific implementation, the purpose of using exponential mapping for absolute risk weight values ​​and the overflow handling rules are as follows: the purpose of using exponential mapping is to widen the weight gap between high-risk areas and medium- and low-risk areas, so that limited safety supervision resources are concentrated on truly high-risk areas. To prevent extreme inputs from causing excessively large values, the system can set an upper limit threshold for the comprehensive risk index before calculation, or subtract the largest comprehensive risk index in the current batch before performing relative exponential mapping, and then normalize it uniformly.

[0097] In practice, the statistical scope of the global safety denominator base should only include the construction concurrency areas that are active and participating in scheduling within the current assessment period. Areas that are completed, stopped, not started, or have no personnel or equipment and do not participate in the current work hour division should not be included. If an area temporarily exits the scheduling, it should be removed from the global safety denominator base for that period.

[0098] In specific implementation, regarding the normalization verification and extreme case handling rules for the global relative risk topology evaluation ratio, the sum of the global relative risk topology evaluation ratios of all construction concurrent areas participating in the scheduling should be always equal to 1; if only one area participates in the scheduling, the global relative risk topology evaluation ratio of that area should be directly taken as 1; if the basic risk of all areas is extremely low or even close to 0, an effective ratio should still be obtained through exponential mapping and normalization to avoid the anomaly of denominator being 0; the system should perform a summation verification after each calculation, and if the sum deviates from 1 by more than the allowable error, a recalculation or alarm should be automatically triggered.

[0099] Preferably, the total working time pool for safety supervision and inspection is obtained, and the pool is divided according to the proportion of the global relative risk topology evaluation. A scheduling instruction for allocating the total on-site safety monitoring time for each of the construction concurrency areas is generated, including: Obtain the total working hours pool for safety supervision and patrol, which consists of all safety supervisors on duty; For each of the aforementioned concurrent construction areas, the total safety supervision and inspection time pool is multiplied by the global relative risk topology evaluation ratio corresponding to that concurrent construction area to obtain the total on-site prevention time assigned to that concurrent construction area; The total on-site security man-hours corresponding to each of the aforementioned concurrent construction areas are converted into a total on-site security duration allocation and scheduling instruction, which is then sent to the management terminal:

[0100] in, To assign the on-site chief engineer for prevention and control to the construction area, This refers to the total working hours pool for the aforementioned safety supervision and inspection.

[0101] The total work hour pool for safety supervision and inspection represents the total work hours available to all safety supervisors on duty for on-site inspections, on-site monitoring, and key monitoring within the current scheduling cycle. It can be obtained by comprehensively considering work schedules, attendance records, leave and training records, job qualification information, and the time spent on locked tasks.

[0102] The total on-site safety supervision time is the total time that should be allocated to a certain area based on the proportion of the global relative risk topology evaluation corresponding to a certain construction concurrency area. It is used to characterize the total amount of on-site safety supervision resources that the area should obtain in the current scheduling cycle.

[0103] The security and prevention on-site total time allocation and scheduling instruction is the output result after converting the total on-site security and prevention time corresponding to each of the aforementioned construction concurrent areas into executable shift information. It should at least include the construction concurrent area number, duty start time, duty end time, number of personnel dispatched, inspection frequency, key inspection points, and escalation reporting conditions.

[0104] In specific implementation, regarding the composition of the total working hours pool for safety supervision and inspection, it is necessary to first count the number of all personnel with on-site safety supervision qualifications during the shift, and then multiply this number by the available working hours for the shift to form the theoretical total working hours. Subsequently, the time spent on fixed meetings, shift handover, statutory rest, training, locked special inspection tasks, and irreplaceable emergency duty hours should be deducted, and the remaining portion constitutes the aforementioned total working hours pool for safety supervision and inspection. If different supervisors have different qualification levels, an available job matrix should also be established to ensure that only the working hours of personnel with the corresponding qualifications are included in the corresponding area allocation.

[0105] In practical implementation, regarding the decimal rounding rule for the total on-site work hours and the minimum deployment granularity, the total on-site work hours need to be converted into discrete time slices according to the executable scheduling granularity after calculation, preferably with 0.5 hours or 1 hour as the minimum deployment granularity; to prevent low-risk areas from being allocated too small and unexecutable fragmented time, a minimum deployment time limit should be set, preferably not less than 1 hour; at the same time, a maximum limit should be set for continuous on-site work by a single person to avoid a single supervisor monopolizing a single area for a long period of time.

[0106] In practical implementation, regarding the field content, issuance method, and receipt mechanism of the total on-site security duration allocation and scheduling instruction, the instruction should at least include the construction concurrent area sequence number, risk level ranking position, start time, end time, number of personnel deployed, designated supervisors, inspection route, key checkpoints, anomaly reporting threshold, and whether secondary verification is required. After the instruction is generated, it should be simultaneously issued to the management terminal, mobile inspection terminal, and team leader terminal, requiring the recipient to sign the receipt within the specified time. If the receipt is not signed within the time limit, the system should automatically upgrade the reminder.

[0107] In practical implementation, considering the scheduling constraints of personnel qualifications, regional distance, non-co-location of duties, and emergency insertion tasks, when allocating the total on-site work hours for the aforementioned prevention measures, it is necessary to consider not only the time percentage but also whether the safety supervisors possess the qualifications for confined space operation supervision, hoisting supervision, or water tightness test supervision; it is also necessary to consider the walking time and cross-floor passage time of personnel from one area to another; the same personnel should not be assigned to two mutually exclusive areas at the same time; when a sudden emergency event is inserted, the system should be allowed to temporarily freeze part of the original plan and re-allocate the remaining work hours.

[0108] In practical implementation, regarding the triggering conditions and rollback mechanism for instruction updates, recalculation and reissue should be triggered immediately when the change in the test water level exceeds a preset threshold, the number of heavy construction machinery changes significantly, the total number of real-time workers or the number of large stacking equipment changes abruptly, the start / stop status of the construction concurrency area changes, or existing instructions are not executed properly. To prevent frequent jitter, the previous version of valid instructions should be retained, and a minimum stable retention time should be set. If new data is verified as abnormal or communication fails, it should automatically roll back to the previous version of valid instructions and issue a prompt.

[0109] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A hazard identification and classification management system for water plant construction, applied to a construction work area containing multiple concurrent construction zones, including hydraulic structures under testing, adjacent confined spaces sharing walls with the hydraulic structures, and heavy construction machinery, characterized in that... The system executes the following sequentially: The test water level height of the hydraulic structure is collected and converted into the bottom asymmetric hydrostatic pressure stress. Based on the parameters of the shared wall, calculate the residual hydrostatic preload stress that is transmitted from the bottom layer asymmetric hydrostatic pressure stress through the shared wall to the adjacent confined space. Obtain the operating parameters of heavy construction machinery and calculate the convergent dynamic vibration energy flux density of the converging impact in adjacent confined spaces; By combining the background values ​​of natural self-weight stress, the background values ​​of natural background micro-vibration energy flow, residual hydrostatic prestress, and converged dynamic vibration energy flow density, a hydraulic nonlinear resonance disaster amplification factor is generated. By combining the number of people and equipment in adjacent confined spaces, the vulnerability exposure degree of confined space volume is calculated; Based on the hydraulic nonlinear resonance disaster amplification factor and the vulnerability exposure degree of confined space volume crowding in each construction concurrent area, the global relative risk topology evaluation ratio of each construction concurrent area is generated. Obtain the total working time pool for safety supervision and inspection, divide the total working time pool for safety supervision and inspection according to the proportion of global relative risk topology evaluation, and generate a scheduling instruction for the total on-site safety prevention time allocation for each construction concurrent area.

2. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, The test water level height of the hydraulic structure is collected and converted into bottom asymmetric hydrostatic pressure stress, including: Obtain the density of the test water and the gravitational acceleration constant; The bottom layer asymmetric hydrostatic pressure stress is obtained by multiplying the density of the test water, the constant of gravitational acceleration, and the test water level.

3. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Based on the parameters of the shared wall, calculate the residual hydrostatic preload stress transmitted from the bottom layer asymmetric hydrostatic pressure stress through the shared wall to the adjacent confined space, including: Obtain the wall thickness of the shared wall of the connected structure, the actual pressure contact area on one side, and the Poisson's ratio of the concrete shared wall; The square root of the actual pressure-bearing contact area on one side is obtained by performing a square root operation. Divide the wall thickness by the square root of the area, multiply it by the Poisson's ratio of the concrete wall and take the opposite number, and use this as the exponent to construct the spatial decay power function term of the natural constant; The residual hydrostatic preload stress is obtained by multiplying the bottom asymmetric hydrostatic pressure stress by the spatial attenuation power function term.

4. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Obtaining the operating parameters of the heavy construction machinery and calculating the convergent dynamic vibration energy flux density of the impact on the adjacent confined space includes: For each of the heavy construction machines in operation, the efficiency of mechanical energy conversion to excitation wave radiation, the actual operating power of the engine, the inherent absorption constant of the soil to the vibration wave, and the three-dimensional straight-line distance to the centroid of the adjacent confined space are obtained. Multiply the inherent absorption constant of the geological exploration soil to vibration waves by the three-dimensional straight-line distance and take the opposite number, and use this as an exponent to construct the geological attenuation power function term of the natural constant; The effective radiated power is obtained by multiplying the mechanical energy conversion efficiency into excitation wave radiation efficiency by the actual operating power of the engine, and the spherical expansion area is obtained by multiplying four times pi by the square of the three-dimensional straight-line distance. Divide the effective radiation power by the spherical expansion area and then multiply it by the geological attenuation power function term to obtain the single-machine vibration energy flux density; The converged dynamic vibration energy flow density is obtained by summing the individual vibration energy flow densities of all the heavy construction machinery in operation.

5. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Combining the background values ​​of natural self-weight ground stress, natural background micro-vibration energy flow, residual hydrostatic prestress, and converged dynamic vibration energy flow density, a hydraulic nonlinear resonance disaster amplification factor is fitted and generated, including: Obtain the background value of the natural self-weight geostress at the corresponding depth and the background value of the natural background micro-vibration energy flow before the commencement of the project; The static stress ratio is obtained by dividing the residual hydrostatic prestress by the natural self-weight stress background value. Divide the converged dynamic vibration energy flow density by the background value of the natural background micro-vibration energy flow, add the natural constant to the quotient and perform a natural logarithmic operation to obtain the dynamic energy flow amplification logarithmic term; The static stress ratio is multiplied by the logarithm of the dynamic energy flow amplification term to obtain the hydraulic nonlinear resonance disaster amplification factor.

6. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Based on the occupancy of personnel and equipment within the adjacent confined spaces, the vulnerability exposure degree of confined space volume is calculated, including: Obtain the total number of workers and large stacking equipment in the adjacent confined space in real time; Obtain the minimum spatial envelope volume for a single person to escape in an emergency, the average spatial envelope volume for large equipment, and the total net unloaded survival volume of the adjacent confined spaces; The number of workers in real-time operation is obtained by multiplying the total number of workers by the minimum space envelope volume for emergency escape for a single person. The equipment occupancy is obtained by multiplying the number of large stacking devices by the average spatial envelope volume of the large devices; Add the personnel occupancy and the equipment occupancy, then divide by the total unloaded net survival volume to obtain the vulnerability exposure degree of the confined space volume.

7. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Based on the hydraulic nonlinear resonance disaster amplification factor and the vulnerability exposure degree of the confined space volume encroachment in each of the aforementioned concurrent construction areas, a global relative risk topology assessment proportion is generated for each of the aforementioned concurrent construction areas, including: For each of the aforementioned construction concurrency areas, the corresponding hydraulic nonlinear resonance disaster amplification factor is multiplied by the corresponding confined space volume crowding vulnerability exposure degree to obtain a comprehensive risk index; The comprehensive risk index is used as an index to perform a power operation on the natural constant to obtain the absolute danger weight value of the construction concurrent area. The absolute hazard weight values ​​of all the construction concurrent areas are summed to obtain the global safety denominator base. Divide the absolute hazard weight value of the construction concurrency area by the global safety denominator base to generate the global relative risk topology evaluation proportion for the construction concurrency area.

8. The hazard identification and classification management system for water plant construction according to claim 1, characterized in that, Obtain the total safety supervision and inspection time pool, divide the total safety supervision and inspection time pool according to the global relative risk topology evaluation ratio, and generate a safety prevention on-site duty allocation and scheduling instruction for each of the construction concurrency areas, including: Obtain the total working hours pool for safety supervision and patrol, which consists of all safety supervisors on duty; For each of the aforementioned concurrent construction areas, the total safety supervision and inspection time pool is multiplied by the global relative risk topology evaluation ratio corresponding to that concurrent construction area to obtain the total on-site prevention time assigned to that concurrent construction area; The total on-site security work hours corresponding to each of the aforementioned concurrent construction areas are converted into a total on-site security work duration allocation and scheduling instruction, which is then sent to the management terminal.

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