CN116403365A - Multi-parameter association monitoring alarm method for template support - Google Patents
Multi-parameter association monitoring alarm method for template support Download PDFInfo
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 155
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- 238000006073 displacement reaction Methods 0.000 claims abstract description 58
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- 238000004062 sedimentation Methods 0.000 claims abstract description 11
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- G08B21/02—Alarms for ensuring the safety of persons
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Abstract
The invention relates to the technical field of template support monitoring, in particular to a multi-parameter association monitoring alarm method of a template support. The method comprises the following steps: selecting monitoring points according to the construction area of the template support; acquiring a plurality of monitoring parameters of the monitoring points; determining a corresponding alarm value based on each monitoring parameter; determining an alarm criterion according to a plurality of the monitoring parameters and the corresponding alarm values; wherein, the monitoring parameters include panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement. The beneficial effects are that: according to the invention, the single parameter alarm of the template support monitoring is updated to be a multi-parameter associated alarm, the difference condition of a plurality of monitoring parameters and alarm values is used as an alarm mechanism judgment standard for triggering the damage of the weakest member of the support body, the traditional evaluation method for judging that the support body is in a dangerous state when the single parameter exceeds the monitoring limit value is changed, and the occurrence of false alarm can be reduced.
Description
Technical Field
The invention relates to the technical field of template support monitoring, in particular to a template support multi-parameter association monitoring alarm method.
Background
The template support system is widely applied in building construction, but safety accidents frequently occur. Some form supports have certain short-term signs before collapse, such as rod deformation, form sinking, frame tilting, abnormal sound, etc. Therefore, reliable real-time monitoring is an important means for guaranteeing the construction safety of the template support. The key function of the real-time monitoring is to judge whether the frame body is safe according to the deformation or stress condition of the template support member so as to prevent collapse accidents.
The prior published patent technology mainly comprises 'single parameter alarm', for example, the invention patent (publication number is CN 109682415A) discloses a high formwork collapse prevention monitoring and early warning method, and the patent monitoring sensor comprises a shaft force sensor, a horizontal displacement sensor and a relative displacement sensor, and monitors and early warns the safety of a formwork support according to the comparison result by comparing the measured data of the monitoring sensor with an alarm threshold. However, only a single monitoring parameter exceeding the alarm value is likely to be an occasional phenomenon such as equipment failure, field false touch and the like, so that the single parameter alarm mechanism is easy to cause false alarm.
Disclosure of Invention
The invention aims to solve the technical problems that: single parameter alarm mechanisms are prone to false alarms.
In order to solve the technical problems, the invention provides a multi-parameter association monitoring alarm method of a template bracket, which comprises the following steps:
selecting monitoring points according to the construction area of the template support;
acquiring a plurality of monitoring parameters of the monitoring points;
determining a corresponding alarm value based on each monitoring parameter;
determining an alarm criterion according to a plurality of the monitoring parameters and the corresponding alarm values;
wherein, the monitoring parameters include panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement.
In the technical proposal, the construction area of the template bracket comprises a floor slab, a main beam and a secondary beam, the monitoring points comprise a panel settlement monitoring point, a vertical rod axial force monitoring point, a vertical rod inclination angle monitoring point and an integral horizontal displacement monitoring point, wherein,
the panel settlement monitoring point comprises a bottom center of the panel;
the upright rod axial force monitoring point comprises a plate bottom center of the floor slab and an upright rod top end of a beam bottom center of the main beam;
the upright rod inclination angle monitoring point comprises a plate bottom center of the floor slab and an upright rod overhanging section top end of a beam bottom center of the main beam;
the integral horizontal displacement monitoring point comprises a plate bottom center of the floor slab and a top end of a vertical rod overhanging section at a beam bottom center of the main beam.
In the above technical solution, the determining an alarm criterion according to the monitoring parameter and the alarm value specifically includes:
judging 4 monitoring parameters of panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement;
when one of the 4 monitoring parameters is larger than the corresponding alarm value, the reinforced monitoring is required to find out the reasons of overrun, the alarm is not given, and the construction is carried out after the foot safety measures are taken;
when two of the 4 monitoring parameters are larger than the corresponding alarm values, immediately sending early warning information to monitoring staff through a monitoring end or a mobile phone end, and immediately stopping construction by the constructor, finding out reasons and rectifying;
when the 4 monitoring parameters are all larger than the corresponding alarm values, the monitoring end or the mobile phone end immediately sends alarm information to the monitoring personnel, construction is immediately stopped, and construction operators are evacuated in an emergency.
In the above technical solution, the determining the corresponding alarm value based on each of the monitoring parameters specifically includes:
determining the maximum calculated value of the monitoring parameter under the condition of limiting surface load according to the calculation mode of each monitoring parameter;
and taking 80% of the maximum calculated value corresponding to each monitoring parameter as a corresponding alarm value.
In the above technical solution, the calculating method of the limit surface load specifically includes:
the maximum surface load q bearable by the template support is calculated according to the material yield strength of the supporting surfaces of the panel, the main joist, the secondary joist, the vertical rod and the vertical rod base respectively s ,q mi ,q ma ,q sc And q f ；
Taking the calculated value q s ,q mi ,q ma ,q sc And q f The minimum value of (2) is taken as the limit surface load q which can be born by the template bracket u 。
In the technical proposal, the maximum calculated value of the panel sedimentation v is that the load of the template bracket on the limit surface is q u Panel deflection v at time s Deflection v of secondary joist mi Deflection v of main joist ma And the pole setting shaft is pressed and deformed delta sc And (3) summing;
said global horizontal displacement d sc The maximum calculated value of (2) is the horizontal displacement of the top end of the vertical rod.
In the technical scheme, before the weakest member is damaged, the maximum calculated value of the vertical rod inclination angle is the eccentric load compression caused by the installation error of the main keel in the U-shaped bracket at the top end of the vertical rod;
when the main joist clings to the inner edge of the U-shaped bracket, the main joist is regarded as the extreme condition causing the maximum load eccentricity, and the vertical rod inclination angle theta sc The maximum value of (2) is taken as the load q on the limit surface of the frame body u And the inclination of the overhanging section of the pole in the case of a limiting eccentricity e.
In the above technical solution, the limit surface load is q u Panel sedimentation v, vertical rod axial force N sc Inclination angle theta of vertical rod sc And a top horizontal displacement d sc The calculation formula is shown as the formula (1-4):
v＝v s +v mi +v ma +Δ sc
N sc ＝q u l a l b
in the formula, v s 、v mi And v ma Respectively the load of the template support on the limit surface is q u Panel deflection, secondary keel deflection and main keel deflection delta during the process sc For loading q at the limit surface u The vertical rod is deformed by axial compression, l a Is the transverse distance of the vertical rod, l b The vertical distance of the vertical rod is e, the maximum eccentric distance of the top load of the vertical rod is H tc E is the distance from the center of the fastener at the top of the vertical rod to the top of the vertical rod sc Is the elastic modulus of the upright steel material, I sc Is the section moment of inertia of the vertical rod.
Compared with the prior art, the multi-parameter association monitoring alarm method for the template support has the beneficial effects that: based on the limit surface load which can be borne by the template support when the weakest component is not damaged, fully considering the association condition of stress and deformation of each component; the alarm criterion is determined according to the monitoring parameters and the corresponding alarm values, so that the problem that each alarm value is too loose or too tight can be solved by using the single component bearing performance in the traditional method. Meanwhile, the invention upgrades the single parameter alarm of the template support monitoring into the multi-parameter associated alarm, uses the difference condition of a plurality of monitoring parameters and alarm values as the alarm mechanism judgment standard for triggering the damage of the weakest component of the support body, changes the traditional evaluation method for judging that the support body is in the dangerous state when the single parameter exceeds the monitoring limit value, and can reduce the occurrence of false alarm.
Drawings
FIG. 1 is a flow chart of steps of a method for monitoring and alarming multiple parameters of a template bracket according to the present invention;
FIG. 2 is a flowchart illustrating steps of a method for monitoring and alarming multiple parameters of a template holder according to another embodiment of the present invention;
FIG. 3 is a plan view of a template holder monitoring point arrangement in an embodiment of the present invention;
FIG. 4 is an elevation view of a template holder monitoring point arrangement in accordance with an embodiment of the present invention;
FIG. 5 is a schematic view of an arrangement of pole monitoring points according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a panel settlement monitoring arrangement according to an embodiment of the invention;
FIG. 7 is a schematic view of an embodiment of the present invention in a pole shaft force monitoring arrangement;
FIG. 8 is a schematic view of an embodiment of the present invention for pole tilt monitoring arrangement;
fig. 9 is a schematic diagram of an overall horizontal displacement monitoring arrangement according to an embodiment of the present invention.
Wherein: 1-floor slab, 2-girder, 3-secondary girder, 4-column, 5-panel, 6-secondary joist, 7-primary joist, 8-upright, 81-upright overhang, 82-upright top fastener, 9-base, 10-bearing surface, 11-U-shaped bracket, 12-panel settlement gauge, 121-panel settlement gauge threading fastener, 122-panel settlement gauge lead, 123-panel settlement gauge antenna, 124-panel settlement gauge pull wire, 125-panel settlement gauge eye bolt, 13-force sensor, 131-force sensor antenna, 14-inclinometer, 141-inclinometer clamp, 142-inclinometer clamp nut, 143-inclinometer antenna, 15-horizontal displacement gauge clamp, 152-horizontal displacement gauge clamp nut, 153-horizontal displacement gauge threading fastener, 154-horizontal displacement gauge pull wire, 155-horizontal displacement gauge lead, 156-horizontal displacement gauge eye bolt, 157-horizontal displacement gauge antenna.
Detailed Description
The following describes in further detail the embodiments of the present invention with reference to the drawings and examples. The following examples are illustrative of the invention and are not intended to limit the scope of the invention.
In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", "inner", "outer", etc. in the present invention are based on the orientation or positional relationship shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention.
In the description of the present invention, it should be understood that the terms "connected," "fixed," and the like are used in the present invention in a broad sense, and for example, may be fixedly connected, detachably connected, or integrated; the mechanical connection can be realized, and the welding connection can be realized; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
The description of the first and second is for the purpose of distinguishing between technical features only and should not be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated or implicitly indicating the precedence of the technical features indicated.
As shown in fig. 1 to 9, a multi-parameter association monitoring alarm method for a template support according to an embodiment of the present invention includes:
100: selecting monitoring points according to the construction area of the template support;
200: acquiring a plurality of monitoring parameters of the monitoring points;
300: determining a corresponding alarm value based on each monitoring parameter;
400: determining an alarm criterion according to a plurality of the monitoring parameters and the corresponding alarm values;
wherein, the monitoring parameters include panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement.
It can be understood that the association condition of stress and deformation of each component is fully considered on the basis of the limit surface load which can be born by the template support when the weakest component is not damaged; the alarm criterion is determined according to the monitoring parameters and the corresponding alarm values, so that the problem that each alarm value is too loose or too tight can be solved by using the single component bearing performance in the traditional method. Meanwhile, the invention upgrades the single parameter alarm of the template support monitoring into the multi-parameter associated alarm, uses the difference condition of a plurality of monitoring parameters and alarm values as the alarm mechanism judgment standard for triggering the damage of the weakest component of the support body, changes the traditional evaluation method for judging that the support body is in the dangerous state when the single parameter exceeds the monitoring limit value, and can reduce the occurrence of false alarm.
In one embodiment, the method comprises the steps of:
s1: the panel subsides, pole setting axial force, pole setting inclination and whole horizontal displacement are selected as the monitoring parameters of the template support in this embodiment to this embodiment: as shown in figure 4, the panel settlement reflects the deformation conditions of the panel 5 deflection, the secondary joist 6 deflection, the main joist 7 deflection and the vertical rod 8 deflection of the bottom of the slab 1 or the girder 2, and the vertical rod axial force and the inclination angle reflect the stress and the deformation conditions of the vertical rod 8, so that the whole horizontal displacement is used for preventing the whole frame from laterally overturning.
S2: determining an alarm value based on the calculated value of the embodiment monitoring parameter under the condition of limiting surface load: calculating the limit surface load which can be borne by the template support of the embodiment, and ensuring that the weakest member is not damaged; and obtaining calculated values of the monitoring parameters of the template support members under the condition of limiting surface load, and taking 80% of the maximum calculated values of the parameters as alarm values.
S3: according to the size and the dangerous degree of the field construction area, the arrangement quantity and the installation position scheme of the monitoring points are determined, and the monitoring points are arranged at the key positions with the largest stress and deformation of the frame body according to a certain interval: in this embodiment, as shown in fig. 3, the floor unit is composed of a floor slab 1, a main beam 2 and a secondary beam 3, and the monitoring points are located in the bottom center of the floor slab 1 and the bottom center area of the main beam 2.
As shown in fig. 5, the panel settlement monitoring point selects the center position of the bottom surface of the panel 5, and is monitored by the settlement measuring instrument 12; a vertical shaft force monitoring point selects the top ends of vertical rods 8 at the bottom center of the floor slab 1 and the bottom center of the girder 2 and is monitored by a force sensor 13; the vertical rod inclination angle monitoring points select the top ends of vertical rod overhanging sections 81 at the bottom centers of the floor slab 1 and the girder 2 and the girder bottom center, and the vertical rod inclination angle monitoring points are monitored by an inclinometer 14; the integral horizontal displacement monitoring points are selected from the top ends of upright rod overhanging sections 81 at the bottom center of the floor slab 1 and the bottom center of the girder 2, and are monitored by a horizontal displacement meter 15. Preferably, the force sensor, the stay wire displacement meter and the inclinometer can be wireless monitoring equipment or wired monitoring equipment.
S4: determining an alarm criterion according to the difference condition of alarm values and alarm values of 4 monitoring parameters including panel settlement, vertical rod axial force, vertical rod inclination angle and overall horizontal displacement: in the embodiment, when one of four monitoring parameters including panel settlement, vertical rod axial force, vertical rod inclination angle and overall horizontal displacement is larger than a corresponding alarm value, only monitoring is enhanced, an overrun cause is found out, an alarm is not given, and construction is performed after foot safety precautions are taken; when two of the 4 monitoring parameters are larger than the corresponding alarm value, the template support can be considered to have a large risk of stress or deformation of the component, early warning information is sent to monitoring personnel through the monitoring end 16 or the mobile phone end 17 in real time, construction is stopped immediately by construction personnel, and the construction can be continued after the reason is found and the danger is eliminated by correction; when the 4 monitoring parameters are all larger than the corresponding alarm values, the template support can be considered to have extremely high risk of component damage, alarm information is sent to monitoring personnel through the monitoring end or the mobile phone end in real time, construction is stopped immediately, and personnel on the construction work face are evacuated in emergency.
Further, in S2, calculating the limit surface load that can be borne by the template support according to the embodiment includes the steps of: the maximum surface load q which can be born by the template bracket is calculated according to the material yield strength of the supporting surface 10 of the panel 5, the secondary joist 6, the main joist 7, the upright rod 8 or the upright rod base 9 s ,q mi ,q ma ,q sc And q f The method comprises the steps of carrying out a first treatment on the surface of the Taking the calculated value q s ,q mi ,q ma ,q sc And q f The minimum value of (2) is taken as the limit surface load q which can be born by the template bracket u When the load of the template support surface is not more than q u When the frame is in use, each component of the frame can be kept in a safe state.
Further, the methodIn S2, a calculated value of the monitoring parameter of the template support component in the embodiment under the condition of limiting surface load is obtained, wherein the panel settlement v is that the template support under the condition of limiting surface load is q u Deflection v of panel 5 at that time s 6 deflection v of secondary joist mi Deflection v of main joist 7 ma And the pole 8 is deformed by axial compression delta sc And (3) summing. Before the weakest member of the frame body is damaged, the inclination angle of the vertical rod mainly comes from eccentric load compression caused by the installation error of the main keel 7 in the U-shaped support 11 at the top end of the vertical rod. The vertical rod overhanging section 81 is simplified into an eccentric compression component, when the main keel 7 is closely attached to the inner edge of the U-shaped support 11, the extreme condition causing the largest load eccentricity is considered, and the inclination angle of the vertical rod overhanging section 81 is taken as the load q on the limit surface of the frame body u And the tilt angle theta of the vertical rod in the case of the limiting eccentricity e sc . Before the weakest member of the frame is damaged, the whole horizontal displacement d of the frame sc It is mainly represented by the horizontal displacement of the top end of the upright post overhanging section 81.
Specifically, the load at the limiting surface is q u Panel sedimentation v, vertical rod axial force N sc Inclination angle theta of vertical rod sc And a top horizontal displacement d sc The calculation formula is shown as the formula (1-4):
v＝v s +v mi +v ma +Δ sc (1)
N sc ＝q u l a l b (2)
in the formula, v s 、v mi And v ma Respectively the load of the template support on the limit surface is q u Panel 5 deflection, secondary keel 6 deflection and main keel 7 deflection delta sc For loading q at the limit surface u The upright rod 8 is deformed by axial compression, l a For the transverse distance of the upright posts 8, l b The vertical distance of the vertical rod 8 is e, and the top load of the vertical rod 8 is the maximumEccentricity, H tc E is the distance from the center of the pole top fastener 82 to the pole top sc For the elastic modulus of the upright rod 8 steel material, I sc The section moment of inertia of the vertical rod 8.
Further, in S3, as shown in fig. 6, the mounting step of the settlement gauge 12 includes: the panel settlement gauge eye bolt 125 is driven into the center of the panel 5 plate bottom, and the settlement gauge 12 is placed on the supporting surface 10 directly below the panel settlement gauge eye bolt 125, and the supporting surface 10 needs to be firm and flat. And cutting off a panel settlement gauge pull wire 124 with proper length, sleeving one end of the panel settlement gauge pull wire 124 into a panel settlement gauge eye bolt 125, fastening, penetrating the other end of the panel settlement gauge pull wire into a settlement gauge threading buckle 121, slowly elongating a panel settlement gauge lead wire 122 until the length of the panel settlement gauge lead wire 122 exceeds a panel settlement alarm value, and fastening the penetrating panel settlement gauge pull wire 124, wherein the panel settlement gauge pull wire 124 and the panel settlement gauge lead wire 122 are required to be kept tight and vertical. The surface of the settlement gauge 12 is also provided with a panel settlement gauge antenna 123, and the panel settlement monitoring alarm value can be sent to the monitoring end 16 or the mobile phone end 17 in real time through the panel settlement gauge antenna 123.
Further, in S3, as shown in fig. 7, the mounting step of the force sensor 13 includes: after the clevis nut 111 is threaded to lower the clevis 11 into position, the force sensor 13 is placed between the clevis 11 and the main runner 7. And then the U-shaped bracket nut 111 is screwed in the opposite direction to enable the U-shaped bracket 11 to ascend until the force sensor 13 is tightly attached to the main keel 7, at the moment, the force sensor 13 receives certain axial pressure, and the vertical shaft force monitoring alarm value can be sent to the monitoring end 16 or the mobile phone end 17 in real time through the force sensor antenna 131.
Further, in S3, as shown in fig. 8, the mounting step of the inclinometer 14 includes: the inclinometer clamp 141 of the inclinometer 14 is fastened to the top end of the upright post overhanging section 81, and then the inclinometer clamp nut 142 is screwed. The body of the inclinometer 14 is adjusted to keep the body in a horizontal state before formal monitoring. The inclinometer 14 is provided with an inclinometer antenna 143 on the surface, and the monitoring alarm value of the vertical rod inclination angle can be sent to the monitoring end 16 or the mobile phone end 17 in real time through the inclinometer antenna 143.
Further, as shown in fig. 9, in S3, the mounting step of the horizontal displacement meter 15 includes: the horizontal displacement meter clamp 151 of the horizontal displacement meter 15 is buckled at the top end of the vertical rod overhanging section 81, and then the horizontal displacement meter clamp nut 152 is screwed. Intercepting a horizontal displacement meter stay wire 154 with proper length, fastening after one end of the horizontal displacement meter stay wire 154 penetrates into a horizontal displacement meter threading buckle 153, and slowly elongating a horizontal displacement meter lead 155 until the length of the horizontal displacement meter lead 155 exceeds the whole horizontal displacement monitoring alarm value. The column 4 is selected as a reference point for monitoring the overall horizontal displacement, a horizontal displacement meter eye bolt 156 is nailed into the surface of the column 4, the other end of a horizontal displacement meter stay wire 154 is sleeved into the horizontal displacement meter eye bolt 156 and then fastened, and the horizontal displacement meter stay wire 154 and a horizontal displacement meter lead 155 are kept tight and horizontal. The surface of the horizontal displacement meter 15 is also provided with a horizontal displacement meter antenna 157, and the whole horizontal displacement monitoring alarm value can be sent to the monitoring end 16 or the mobile phone end 17 in real time through the horizontal displacement meter antenna 157. Preferably, the integral horizontal displacement monitoring datum point can be arranged on the column or the shear wall.
Further, in S3, the settlement gauge 12, the force sensor 13, the inclinometer 14, and the horizontal displacement meter 15 are powered on after the completion of the installation. Before the formal monitoring starts, the monitoring data of each device needs to be zeroed on the monitoring end 16 or the mobile phone end 17 so as to ensure the data accuracy in the monitoring process.
According to the multi-parameter association alarm calculation method of the template support, the association condition of stress and deformation of each component is fully considered on the basis of the limit surface load which can be borne by the template support when the weakest component is not damaged; the alarm criterion is determined according to the monitoring parameters and the corresponding alarm values, so that the problem that each alarm value is too loose or too tight can be solved by using the single component bearing performance in the traditional method. Meanwhile, the invention upgrades the single parameter alarm of the template support monitoring into the multi-parameter associated alarm, uses the difference condition of a plurality of monitoring parameters and alarm values as the alarm mechanism judgment standard for triggering the damage of the weakest component of the support body, changes the traditional evaluation method for judging that the support body is in the dangerous state when the single parameter exceeds the monitoring limit value, and can reduce the occurrence of false alarm.
The invention has been further described with reference to specific embodiments, but it should be understood that the detailed description is not to be construed as limiting the spirit and scope of the invention, but rather as providing those skilled in the art with the benefit of this disclosure with the benefit of their various modifications to the described embodiments.
Claims (8)
1. A multi-parameter association monitoring alarm method of a template support is characterized by comprising the following steps:
selecting monitoring points according to the construction area of the template support;
acquiring a plurality of monitoring parameters of the monitoring points;
determining a corresponding alarm value based on each monitoring parameter;
determining an alarm criterion according to a plurality of the monitoring parameters and the corresponding alarm values;
wherein, the monitoring parameters include panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement.
2. The multi-parameter association monitoring and alarming method of the template support according to claim 1, wherein the construction area of the template support comprises a floor slab, a main beam and a secondary beam, the monitoring points comprise a panel settlement monitoring point, a pole setting axial force monitoring point, a pole setting inclination angle monitoring point and an integral horizontal displacement monitoring point, wherein,
the panel settlement monitoring point comprises a bottom center of the panel;
the upright rod axial force monitoring point comprises a plate bottom center of the floor slab and an upright rod top end of a beam bottom center of the main beam;
the upright rod inclination angle monitoring point comprises a plate bottom center of the floor slab and an upright rod overhanging section top end of a beam bottom center of the main beam;
the integral horizontal displacement monitoring point comprises a plate bottom center of the floor slab and a top end of a vertical rod overhanging section at a beam bottom center of the main beam.
3. The multi-parameter association monitoring alarm method of the template support according to claim 2, wherein the determining an alarm criterion according to the monitoring parameter and the alarm value specifically comprises:
judging 4 monitoring parameters of panel sedimentation, vertical rod axial force, vertical rod inclination angle and integral horizontal displacement;
when one of the 4 monitoring parameters is larger than the corresponding alarm value, the reinforced monitoring is required to find out the reasons of overrun, the alarm is not given, and the construction is carried out after the foot safety measures are taken;
when two of the 4 monitoring parameters are larger than the corresponding alarm values, immediately sending early warning information to monitoring staff through a monitoring end or a mobile phone end, and immediately stopping construction by the constructor, finding out reasons and rectifying;
when the 4 monitoring parameters are all larger than the corresponding alarm values, the monitoring end or the mobile phone end immediately sends alarm information to the monitoring personnel, construction is immediately stopped, and construction operators are evacuated in an emergency.
4. The multi-parameter association monitoring alarm method of the template support according to claim 2, wherein the determining the corresponding alarm value based on each monitored parameter specifically comprises:
determining the maximum calculated value of the monitoring parameter under the condition of limiting surface load according to the calculation mode of each monitoring parameter;
and taking 80% of the maximum calculated value corresponding to each monitoring parameter as a corresponding alarm value.
5. The multi-parameter association monitoring alarm method of the template support according to claim 4, wherein the calculating mode of the limit surface load specifically comprises the following steps:
the maximum surface load q bearable by the template support is calculated according to the material yield strength of the supporting surfaces of the panel, the main joist, the secondary joist, the vertical rod and the vertical rod base respectively s ,q mi ,q ma ,q sc And q f ；
Taking the calculated value q s ,q mi ,q ma ,q sc And q f The minimum value of (2) is taken as the limit surface load q which can be born by the template bracket u 。
6. The multi-parameter correlated monitoring alarm method of template support according to claim 5, wherein,
the maximum calculated value of the panel sedimentation v is that the load of the template bracket on the limit surface is q u Panel deflection v at time s Deflection v of secondary joist mi Deflection v of main joist ma And the pole setting shaft is pressed and deformed delta sc And (3) summing;
said global horizontal displacement d sc The maximum calculated value of (2) is the horizontal displacement of the top end of the vertical rod.
7. The multi-parameter correlated monitoring alarm method of template support according to claim 6, wherein,
before the weakest member is damaged, the maximum calculated value of the vertical rod inclination angle is the eccentric compression of load caused by the installation error of the main keel in the U-shaped bracket at the top end of the vertical rod;
when the main joist clings to the inner edge of the U-shaped bracket, the main joist is regarded as the extreme condition causing the maximum load eccentricity, and the vertical rod inclination angle theta sc The maximum value of (2) is taken as the load q on the limit surface of the frame body u And the inclination of the overhanging section of the pole in the case of a limiting eccentricity e.
8. The multi-parameter correlated monitoring alarm method of formwork support as claimed in claim 7, wherein limit surface load is q u Panel sedimentation v, vertical rod axial force N sc Inclination angle theta of vertical rod sc And a top horizontal displacement d sc The calculation formula is shown as follows:
v＝v s +v mi +v ma +Δ sc
N sc ＝q u l a l b
in the formula, v s 、v mi And v ma Respectively the load of the template support on the limit surface is q u Panel deflection, secondary keel deflection and main keel deflection delta during the process sc For loading q at the limit surface u The vertical rod is deformed by axial compression, l a Is the transverse distance of the vertical rod, l b The vertical distance of the vertical rod is e, the maximum eccentric distance of the top load of the vertical rod is H tc E is the distance from the center of the fastener at the top of the vertical rod to the top of the vertical rod sc Is the elastic modulus of the upright steel material, I sc Is the section moment of inertia of the vertical rod.
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