CN111797508B - Real-time evaluation method for safety of steel roof truss based on monitoring technology - Google Patents
Real-time evaluation method for safety of steel roof truss based on monitoring technology Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 142
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Abstract
The embodiment of the invention provides a real-time steel roof truss safety assessment method based on a monitoring technology, which belongs to the technical field of industrial building safety assessment, and comprises the following steps: (1) collecting the original data of the steel roof truss; (2) Establishing a calculation model of the steel roof truss according to the original data of the steel roof truss; (3) extracting a primary rod from the computational model; (4) monitoring point arrangement; (5) monitoring data acquisition and analysis; (6) calculating the subsequent stress increment; (7) calculating the actual stress of the primary rod member; (8) assessing the safety of the steel roof truss. According to the method, the actual stress of the main rod piece playing a role in controlling the safety assessment of the steel roof truss is calculated by utilizing real-time monitoring data, so that the safety grade of the main rod piece is determined, the safety grade of the steel roof truss is obtained, the manual inspection is replaced by a monitoring technology, the workload is reduced, and the safety grade assessment efficiency of the steel roof truss and the accuracy of the assessment result are improved.
Description
Technical Field
The invention belongs to the technical field of industrial building safety assessment, in particular to a real-time assessment method for safety of a steel roof truss based on a monitoring technology, and particularly relates to a real-time assessment method for safety of the steel roof truss of an industrial factory building with serious dust accumulation and corrosion.
Background
The steel roof truss is a very important structural member of the industrial factory building, and whether the safety performance of the steel roof truss meets the requirement directly affects the production and the normal operation of the industrial factory building. For an industrial factory building for steel slag treatment, a large amount of dust and corrosive media are generated in the production process, the safety of the steel roof truss is greatly influenced, and the collapse phenomenon of the steel roof truss occurs. Through research, the steel slag treatment process of each large domestic steel plant mostly adopts a hot splashing method, namely liquid steel slag is directly splashed into a slag pit, and the steel slag is cooled by water spraying to promote the cracking and self-decomposition pulverization of the steel slag. Along with factory production operation, the dust deposition on the roof is increased continuously, and meanwhile, corrosive media are attached to the surfaces of steel roof truss rod pieces to cause serious corrosion to the steel roof truss rod pieces, so that the safety of the steel roof truss is seriously affected.
However, the safety assessment of the steel roof truss is mainly carried out by means of manual approach, so that the labor intensity is high and the assessment efficiency is low.
In view of the above, developing a fast and effective method for evaluating safety of steel roof truss is a technical problem to be solved in the technical field.
Disclosure of Invention
The embodiment of the invention aims to provide a real-time assessment method for safety of a steel roof truss based on a monitoring technology, which can rapidly, accurately and effectively assess the safety of the steel roof truss, replace manual inspection and improve assessment efficiency.
In order to achieve the above purpose, the embodiment of the invention provides a method for evaluating the safety of a steel roof truss in real time based on a monitoring technology, which comprises the following steps: (1) collecting raw data of a steel roof truss, comprising: recording the original design drawing, construction data and acceptance of the steel roof truss; (2) Establishing a calculation model of the steel roof truss according to the original data of the steel roof truss: establishing a calculation model of the steel roof truss by adopting a PKPM software steel structure two-dimensional design module, and inputting parameters such as constant load, live load and wind load into the calculation model according to engineering actual conditions; (3) extracting the main rod from the computational model: according to the rod member stress ratio calculation result of the steel roof truss in the calculation model, determining main rod members which play a control role in safety assessment of the steel roof truss, wherein the main rod members comprise three types of rod members: an upper chord, a lower chord, and web members; extracting the initial stress sigma of the main rod piece 0 The method is used as initial data for calculating the actual stress of the main rod piece, and an early warning value of the main rod piece is set according to the requirement of the bearing capacity rating of the steel member in industrial building reliability evaluation standard GB 50144; (4) monitoring point arrangement: the monitoring parameters include: the method comprises the steps of arranging strain monitoring points and corrosion damage monitoring points on the main rod pieces, arranging ash deposit thickness monitoring points on roof boards corresponding to the steel roof truss, and installing corresponding monitoring points on the monitoring points, wherein the ash deposit thickness monitoring points are formed by the steel roof trussAn apparatus; and (5) monitoring data acquisition and analysis: for each extracted main rod piece, the initial stress increment delta sigma 1 and delta sigma 2 are obtained by converting the previous two times of strain monitoring data, the previous two times of accumulated ash thickness monitoring data a1 and a2, the previous two times of corrosion damage amount monitoring data b1 and b2 and the initial stress increment delta sigma 1 、Δσ 2 Establishing a binary once equation to obtain the relation between the deposited ash thickness, the corrosion damage amount and the stress increment; (6) calculating the subsequent stress increment delta sigma: according to the relation among the deposited ash thickness, the corrosion damage amount and the stress increment, the follow-up stress increment delta sigma of the main rod piece is obtained according to the deposited ash thickness monitoring data and the corrosion damage amount monitoring data; (7) calculating the actual stress of the primary rod member: taking the subsequent stress increment delta sigma and the initial stress sigma of the main rod piece 0 The sum of which is taken as the actual stress of the main rod; (8) assessing the safety of the steel roof truss: comparing the actual stress value of the main rod piece with the strength design value of the corresponding steel grade to obtain the stress ratio of the main rod piece; determining the bearing capacity rating level of the main rod piece according to the requirement on the bearing capacity rating level of the steel member in industrial building reliability evaluation standard GB50144, and taking the bearing capacity rating level as the safety level of the main rod piece; and taking the lowest safety level of the main rod pieces as the safety level of the steel roof truss.
Optionally, the establishing a calculation model of the steel roof truss according to the original data of the steel roof truss in the step (2) includes: and establishing the calculation model according to the original data of the steel roof truss and the structure after the installation and construction of the steel roof truss are completed.
Optionally, in the step (3), determining a main rod for controlling the safety assessment of the steel roof truss according to the rod stress ratio calculation result of the steel roof truss in the calculation model, wherein the main rod comprises three types of rods: upper chord member, lower chord member and web member include: calculating the stress ratio of each rod member of three rod members included in the steel roof truss in the calculation model, wherein the three rod members comprise an upper chord member, a lower chord member and a web member; and taking the rod piece with the largest stress ratio in various rod pieces in the three rod pieces as the main rod piece of the rod piece.
Optionally, the monitoring equipment in the step (4) is arranged immediately at the moment when the installation and construction of the steel roof truss are finished; the accumulated ash thickness monitoring data are obtained by a pressure sensor, the corrosion damage amount monitoring data are obtained by a corrosion monitor, and the strain monitoring data are obtained by a vibrating wire type strain gauge.
Optionally, the initial stress delta sigma is obtained in the step (5) by converting the strain monitoring data from the previous two times 1 、Δσ 2 Comprising: multiplying the strain monitor value by the steel elastic modulus to obtain the initial stress increment.
Optionally, the security level of the main rod in step (8) is classified as follows: when the stress ratio of the main rod piece is not more than 1, the safety grade of the rod piece is grade a; the rod safety rating is b when the primary rod stress ratio is in the range of (1,1.05), c when the rod stress ratio is in the range of (1.05,1.14), and d when the rod stress ratio is greater than 1.14.
According to the technical scheme, the actual stress of the main rod piece playing a role in controlling the safety assessment of the steel roof truss is calculated by utilizing the real-time monitoring data of the monitoring equipment, so that the safety grade of the main rod piece is determined, and the safety grade of the steel roof truss is obtained; according to the invention, manual inspection is replaced by a monitoring technology, so that the workload is reduced, the evaluation efficiency of the safety of the steel roof truss is improved, and the obtained safety grade of the steel roof truss is more accurate.
Additional features and advantages of embodiments of the invention will be set forth in the detailed description which follows.
Drawings
The accompanying drawings are included to provide a further understanding of embodiments of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain, without limitation, the embodiments of the invention. In the drawings:
FIG. 1 is a flow chart of a method for real-time assessment of steel roof truss safety based on a monitoring technique according to an embodiment of the invention;
FIG. 2 is a numbered view of the primary bars of the steel roof truss according to the first embodiment of the invention;
FIG. 3 is a schematic diagram of the arrangement positions of the ash accumulation thickness monitoring points of the 8-axis steel roof truss according to the first embodiment of the invention;
FIG. 4 is a schematic diagram of the arrangement positions of the corrosion damage monitoring points of the 8-axis steel roof truss according to the first embodiment of the invention;
fig. 5 is a schematic diagram of an arrangement position of strain monitoring points of an 8-axis steel roof truss according to an embodiment of the invention.
Detailed Description
The following describes the detailed implementation of the embodiments of the present invention with reference to the drawings. It should be understood that the detailed description and specific examples, while indicating and illustrating the invention, are not intended to limit the invention. In the following examples, various methods and apparatuses not described in detail are conventional methods and apparatuses well known in the art, and the components used in the present invention may be commercially available conventional components.
The original steel roof truss safety assessment is mainly carried out by means of manual approach, the labor intensity is high, the assessment efficiency is low, and the assessment rate and the accuracy of the assessment result are required to be improved.
The invention provides a real-time assessment method for safety of a steel roof truss based on a monitoring technology, which is shown in fig. 1 and comprises the following steps of S101-S108:
s101, collecting original data of the steel roof truss:
and collecting the original data of the steel roof truss to be assessed, including the original design drawing, construction data, acceptance record and the like of the steel roof truss.
S102, building a calculation model of the steel roof truss according to the original data of the steel roof truss:
establishing a calculation model of the steel roof truss by adopting a PKPM (construction management software developed by construction engineering software research institute) software steel structure two-dimensional design module, and preferably, establishing the calculation model by adopting a structure after the steel roof truss is installed and constructed; and inputting the parameters of constant load, live load and wind load into the calculation model according to the actual engineering conditions.
S103, extracting main rods from the calculation model:
the steel roof truss comprises three types of rod pieces, namely an upper chord member, a lower chord member and a web member, wherein the stress ratio of each type of rod piece in the three types of rod pieces contained in the steel roof truss in the calculation model is calculated at first, and the rod piece with the largest stress ratio in each type of rod piece in the three types of rod pieces is taken as the main rod piece of the type of rod piece.
Taking an upper chord member of three types of member members as an example, assuming that the steel roof truss structure comprises three upper chord members with stress ratios of a, b and c respectively, wherein a & gt b & gt c, taking the upper chord member with the largest stress ratio of the three upper chord members, namely, the stress ratio of a, as a main member of the upper chord member, and determining the main member of the lower chord member and the web member in the same way.
After determining the primary rod, extracting the initial stress sigma of said primary rod 0 Using it as initial data for calculating the actual stress of the primary rod, in particular the initial stress sigma 0 The actual stress of the main rod piece is obtained by adding the subsequent stress increment delta sigma calculated in the step S106; and setting an early warning value of the main rod piece according to the requirement of the grade of the bearing capacity of the steel member in the industrial building reliability evaluation standard GB 50144.
According to industrial building reliability identification standard GB50144, the early warning value of the main rod piece is specifically set as follows: setting the early warning value as the level a when the stress of the main rod piece is not more than 310MPa based on the stress ratio of the steel member with the bearing capacity rating level a being not more than 1; the method comprises the steps of setting a pre-warning value as the b level when the main rod piece stress is in the range of (310, 325.5) MPa based on the stress ratio of the steel member with the b level being in the range of (1,1.05), setting a pre-warning value as the c level when the main rod piece stress is in the range of (325.5, 353.4) MPa based on the stress ratio of the steel member with the c level being in the range of (1.05,1.14), setting a pre-warning value as the d level when the main rod piece stress is greater than 1.14 based on the d level of the steel member with the d level being in the range of (353.4) MPa.
After the early warning value of the main rod piece is set, the stress value of the main rod piece can be monitored in real time by installing monitoring equipment on the main rod piece, the early warning level of the main rod piece is sent to the upper computer according to the set early warning value of the main rod piece, and the upper computer can send early warning when the early warning level exceeds a certain level.
S104, arranging monitoring points:
the monitoring parameters include: the method comprises the steps of arranging strain monitoring points and corrosion damage monitoring points on the main rod pieces, arranging ash deposit thickness monitoring points on roof boards corresponding to the steel roof truss, and installing corresponding monitoring equipment on the monitoring points;
preferably, the monitoring equipment is arranged immediately at the moment when the steel roof truss is installed and constructed, the workload of the follow-up re-arrangement of the monitoring equipment can be avoided, the dust deposit thickness monitoring data are obtained by adopting a pressure sensor, the corrosion damage amount monitoring is obtained by adopting a corrosion monitor, and the strain monitoring data are obtained by adopting a vibrating wire type strain gauge.
S105, monitoring data acquisition and analysis:
for each extracted main rod piece, the initial stress increment delta sigma is obtained by converting the previous two strain monitoring data 1 、Δσ 2 Multiplying the strain monitoring value by the steel elastic modulus to obtain the initial stress increment; monitoring data a of the thickness of the accumulated ash of the previous two times 1 、a 2 And the previous two times of corrosion damage monitoring data b 1 、b 2 Delta sigma from the initial stress 1 、Δσ 2 Establishing a binary first-order equation:
the values of x and y are obtained by the above equation, and the relation delta sigma=x x a+y b among the deposited ash thickness a, the corrosion damage amount b and the stress increment delta sigma is obtained.
S106, calculating the subsequent stress increment delta sigma:
and according to the relation among the deposited ash thickness, the corrosion damage amount and the stress increment obtained in the step S105, the subsequent stress increment delta sigma of the main rod piece is obtained according to the deposited ash thickness monitoring data and the corrosion damage amount monitoring data.
S107, calculating the actual stress of the main rod piece:
taking the subsequent stress increment delta sigma and the initial stress sigma of the main rod piece 0 The sum of which serves as the actual stress of the primary rod.
S108, evaluating the safety of the steel roof truss:
and comparing the actual stress value of the main rod piece with the strength design value of the corresponding steel grade to obtain the stress ratio of the main rod piece, determining the bearing capacity rating level of the main rod piece according to the requirement on the bearing capacity rating level of a steel member in industrial building reliability identification standard GB50144, taking the bearing capacity rating level as the safety level of the main rod piece, and taking the lowest level in the safety levels of the main rod piece as the safety level of the steel roof truss.
According to the steel roof truss safety real-time assessment method based on the monitoring technology, the real-time monitoring data of the monitoring equipment are utilized to calculate the actual stress of the main rod piece which plays a role in controlling the steel roof truss safety assessment, so that the safety grade of the main rod piece is determined, and the safety grade of the steel roof truss is obtained; according to the invention, manual inspection is replaced by a monitoring technology, so that the workload is reduced, the evaluation efficiency of the safety grade of the steel roof truss is improved, and the obtained evaluation result is more accurate.
Example 1
Fig. 2 is a numbering diagram of main rod members of a steel roof truss according to an embodiment of the present invention, fig. 3 is a schematic diagram of arrangement positions of monitoring points of dust accumulation thickness of an 8-axis steel roof truss according to an embodiment of the present invention, fig. 4 is a schematic diagram of arrangement positions of monitoring points of corrosion damage amount of an 8-axis steel roof truss according to an embodiment of the present invention, and fig. 5 is a schematic diagram of arrangement positions of strain monitoring points of an 8-axis steel roof truss according to an embodiment of the present invention.
The converter slag treatment main plant of the slag treatment engineering of a certain steel plant is a single-layer single-span bent structure plant, the roof bearing structure is a steel roof truss, and Q345B steel is adopted as a steel roof truss rod piece.
Roofing load function:
(1) Constant load: 0.15kN/m 2 (including color profiled steel sheets and their fittings);
(2) Live load: 0.50kN/m 2 ；
(3) Wind load: basic wind pressure of 0.86kN/m 2 Roughness class a.
Earthquake action: the earthquake fortification intensity is 7 degrees (0.1 g), the earthquake grouping is the first group, and the site soil category is IV.
And S101, the collected original data of the steel roof truss is a factory building structure construction drawing, and the 8-axis steel roof truss (WJ 1) of the factory building is selected as a security assessment object through drawing information analysis.
And S102, establishing a calculation model of the 8-axis steel roof truss by adopting a PKPM software steel structure two-dimensional design module, wherein constant load, live load, wind load and the like in the model are input according to the actual conditions.
According to S103, according to the stress ratio calculation result of the steel roof truss rod pieces, main rod pieces with control function on the steel roof truss safety assessment are obtained from a calculation model, and the main rod pieces comprise three types of rod pieces: upper chord (number (1)), lower chord (number (2)) and web member (number (3)), as shown in fig. 2. Extracting initial stress sigma of three main rod pieces 0 Upper chord sigma 0 Lower chord sigma =133.3 MPa 0 =73.7mpa, web member σ 0 =107.9 MPa, which was used as the initial stress to calculate the actual stress of the main rod.
And setting an early warning value of the main rod piece according to the requirement of the grade of the bearing capacity rating of the steel component in the industrial building reliability evaluation standard GB 50144. When the stress of the main rod piece is not more than 310MPa, the early warning value is set as a level; the early warning value is set as the b level when the stress of the main rod is within the range of (310, 325.5) MPa, the c level when the stress of the main rod is within the range of (325.5, 353.4) MPa, and the d level when the stress of the main rod is larger than 353.4 MPa.
According to S104, the monitoring parameters include: thickness of deposited ash, amount of corrosion damage and strain. Dust deposit thickness monitoring points are arranged on roof boards on two sides of the steel roof truss of the main factory building 8, as shown in fig. 3, circles in the diagram are the positions of the monitoring points; the main rod pieces of the 8-axis steel roof truss (WJ 1) are respectively provided with corrosion damage monitoring points, as shown in fig. 4, circles in the diagram are the positions of the monitoring points; and strain monitoring points are respectively arranged on the main rod pieces of the 8-axis steel roof truss (WJ 1), as shown in fig. 5, and circles in the drawing are the positions of the monitoring points.
According to S105, for each extracted main rod, the initial stress increment delta sigma is obtained by converting the previous two strain monitoring data 1 、Δσ 2 Monitoring data a of the thickness of the accumulated ash in the previous two times 1 、a 1 And the previous two times of corrosion damage monitoring data b 1 、b 1 Delta sigma from the initial stress 1 、Δσ 2 Establishing a binary first-order equation:
the values of x and y are obtained by the above equation, and the relation delta sigma=x x a+y b among the deposited ash thickness a, the corrosion damage amount b and the stress increment delta sigma is obtained.
The steel elastic modulus in this embodiment is 206GPa, and the first two strain monitoring data of the upper chord member are: epsilon 1 ＝150.4×10 -6 ，ε 2 ＝161.2×10 -6 The delta sigma of the first two stresses of the upper chord member 1 ＝31.0MPa，Δσ 2 =33.2 MPa; the first two times of strain monitoring data of the lower chord are as follows: epsilon 1 ＝145.3×10 -6 ，ε 2 ＝151.9×10 -6 The first two stress increments of the lower chord are delta sigma 1 ＝29.9MPa，Δσ 2 =31.3 MPa; the first two strain monitoring data of the web member are: epsilon 1 ＝148.7×10 -6 ，ε 2 ＝155.4×10 -6 The increment of the two stresses before the web member is delta sigma 1 ＝30.6MPa，Δσ 2 ＝32.0MPa。
The first two monitoring data of the gray thickness of the room area are a 1 ＝25mm，a 2 The monitoring data of the corrosion damage amount of the first two times of the upper chord member are shown as b 1 ＝1mm，b 2 The monitoring data of the corrosion damage amount of the first two times of the lower chord member are shown as b 1 ＝1mm，b 2 The monitoring data of the first two times of corrosion damage of the web member are shown as b 1 ＝1mm，b 2 ＝2mm。
Establishing an equation relation among the dust deposit thickness, the upper chord corrosion damage amount and the upper chord stress increment, and solving x=2.88 and y= -41.0; establishing an equation relation among the dust deposit thickness, the corrosion damage amount of the lower chord member and the stress increment of the lower chord member, and solving x=2.85 and y= -41.35; and (3) establishing an equation relation among the accumulated ash thickness, the web member corrosion damage amount and the web member stress increment, and solving x=2.92 and y= -42.4.
According to S106, the subsequent stress increment delta sigma of the main rod piece can be directly obtained from the dust deposit thickness monitoring data and the corrosion damage amount monitoring data according to the relation among the dust deposit thickness, the corrosion damage amount and the stress increment.
The monitoring data of the subsequent dust deposit thickness of the roof is measured to be a=130 mm, and the monitoring data of the subsequent corrosion damage amount of the upper chord member is measured to be b=4 mm; the subsequent corrosion damage monitoring data of the lower chord member is b=4mm; the monitoring data of the subsequent corrosion damage amount of the web member is b=4mm.
And obtaining the subsequent stress increment delta sigma=210.4 MPa of the upper chord member, the subsequent stress increment delta sigma=205.1 MPa of the lower chord member and the subsequent stress increment delta sigma=210.0 MPa of the web member.
At S107, the subsequent stress delta sigma and the initial stress sigma of the main rod member are calculated 0 The actual stresses of the primary bars are summed.
Then the upper chord actual stress σ=σ 0 +Δσ=133.3+210.4= 343.7MPa, lower chord actual stress σ=σ 0 +Δσ=73.7+205.1= 278.8MPa, web actual stress σ=σ 0 +Δσ＝107.9+210.0＝317.9MPa。
S108, comparing the actual stress value of the main rod piece with the strength design value (310 MPa in the embodiment) of the corresponding steel grade to obtain the stress ratio of the main rod piece; when the stress ratio of the main rod piece is not more than 1, the safety of the rod piece is rated as a grade; rod safety was rated b when the primary rod stress ratio was in the range of (1,1.05), c when the primary rod stress ratio was in the range of (1.05,1.14), and d when the primary rod stress ratio was greater than 1.14.
The upper chord stress ratio is 1.11, the upper chord safety is rated c in the range of (1.05,1.14), the lower chord stress ratio is 0.90, not more than 1, the lower chord safety is rated a, the web member stress ratio is 1.03, and the web member safety is rated b in the range of (1,1.05).
And taking the lowest security level of the security levels of the main rod pieces as the security level of the steel roof truss, and evaluating the security level of the steel roof truss as the c level.
The first embodiment of the invention is based on the real-time evaluation method of the safety of the steel roof truss based on the monitoring technology, and the safety grade of the steel roof truss is evaluated, so that the evaluation efficiency of the safety grade of the steel roof truss and the accuracy of the evaluation result are improved.
The foregoing is merely exemplary of the present application and is not intended to limit the present application. Various modifications and changes may be made to the present application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc. which are within the spirit and principles of the present application are intended to be included within the scope of the claims of the present application.
Claims (1)
1. A steel roof truss safety real-time assessment method based on a monitoring technology comprises the following steps:
(1) Collecting raw data of the steel roof truss, comprising: recording the original design drawing, construction data and acceptance of the steel roof truss;
(2) Establishing a calculation model of the steel roof truss according to the original data of the steel roof truss:
establishing a calculation model of the steel roof truss by adopting a PKPM software steel structure two-dimensional design module, and inputting parameters such as constant load, live load and wind load into the calculation model according to engineering actual conditions;
(3) Extracting the main rod from the calculation model:
according to the rod member stress ratio calculation result of the steel roof truss in the calculation model, determining main rod members which play a control role in safety assessment of the steel roof truss, wherein the main rod members comprise three types of rod members: an upper chord, a lower chord, and web members;
extracting the initial stress sigma of the main rod piece 0 The method is used as initial data for calculating the actual stress of the main rod piece, and an early warning value of the main rod piece is set according to the requirement of the bearing capacity rating of the steel member in industrial building reliability evaluation standard GB 50144;
(4) Monitoring point arrangement:
the monitoring parameters include: the method comprises the steps of arranging strain monitoring points and corrosion damage monitoring points on the main rod pieces, arranging ash deposit thickness monitoring points on roof boards corresponding to the steel roof truss, and installing corresponding monitoring equipment on the monitoring points;
(5) Monitoring data acquisition and analysis:
for each extracted main rod piece, the initial stress increment delta sigma 1 and delta sigma 2 is obtained by converting the previous two times of strain monitoring data, and the previous two times of accumulated ash thickness monitoring data a 1 、a 2 And the previous two times of corrosion damage monitoring data b 1 、b 2 Delta sigma from the initial stress 1 、Δσ 2 The following binary once equation is established to obtain the relation between the deposited ash thickness, the corrosion damage amount and the stress increment:
the values of x and y are obtained by the above equation, so as to obtain the relation delta sigma=x x y x b between the deposition thickness a, the corrosion damage b and the stress increment delta sigma,
(6) Calculating the subsequent stress increment delta sigma:
according to the relation among the deposited ash thickness, the corrosion damage amount and the stress increment, the follow-up stress increment delta sigma of the main rod piece is obtained according to the deposited ash thickness monitoring data and the corrosion damage amount monitoring data;
(7) Calculating the actual stress of the main rod piece:
taking the subsequent stress increment delta sigma and the initial stress sigma of the main rod piece 0 The sum of which is taken as the actual stress of the main rod;
(8) Assessing the safety of the steel roof truss:
comparing the actual stress value of the main rod piece with the strength design value of the corresponding steel grade to obtain the stress ratio of the main rod piece;
determining the bearing capacity rating level of the main rod piece according to the requirement on the bearing capacity rating level of the steel member in industrial building reliability evaluation standard GB50144, and taking the bearing capacity rating level as the safety level of the main rod piece;
taking the lowest level of the safety levels of the main rod pieces as the safety level of the steel roof truss,
wherein, in the step (2), the building of the calculation model of the steel roof truss according to the original data of the steel roof truss comprises the following steps:
the calculation model is built according to the original data of the steel roof truss and the structure after the steel roof truss is installed and constructed,
the main rod piece which plays a control role in the safety assessment of the steel roof truss is determined according to the rod piece stress ratio calculation result of the steel roof truss in the calculation model in the step (3), and the main rod piece comprises three types of rod piece: upper chord member, lower chord member and web member include:
calculating the stress ratio of each rod member of three rod members included in the steel roof truss in the calculation model, wherein the three rod members comprise an upper chord member, a lower chord member and a web member;
the rod piece with the largest stress ratio in various rod pieces in the three rod pieces is taken as the main rod piece of the rod piece,
wherein the monitoring equipment in the step (4) is arranged immediately at the moment when the installation and construction of the steel roof truss are finished;
the dust deposit thickness monitoring data is obtained by a pressure sensor, the corrosion damage amount monitoring data is obtained by a corrosion monitor, the strain monitoring data is obtained by a vibrating wire type strain gauge,
wherein the initial stress increment delta sigma is obtained by converting the strain monitoring data of the previous two times in the step (5) 1 、Δσ 2 Comprising:
multiplying the strain monitor value by the steel elastic modulus to obtain the initial stress increment,
wherein, the security level of the main rod in the step (8) is classified as follows:
when the stress ratio of the main rod piece is not more than 1, the safety grade of the rod piece is grade a; the rod safety rating is b when the primary rod stress ratio is in the range of (1,1.05), c when the rod stress ratio is in the range of (1.05,1.14), and d when the rod stress ratio is greater than 1.14.
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