Cut-off-free intelligent load test system for continuous handrail of existing building

Abstract

The invention relates to a cut-off-free intelligent load test system for a continuous handrail of an existing building, and the system can quickly obtain a horizontal displacement value of a standardized handrail test through the superposition of a second state and a third state. According to the horizontal load test of the handrail in the existing building, on the premise that the handrail does not need to be cut off, a standardized handrail test result is obtained by combining the field load test of the continuous handrail and the finite element analysis result of the isolator, and the model parameters of the isolator can be obtained on the premise that the handrail structure is not damaged. The method is obtained through calculation of data acquired through field detection and a deduced formula.

Description

Technical Field

[0001] The invention relates to the field of handrail detection, and in particular to an intelligent load test system for continuous handrails of existing buildings without truncation. Background Art

[0002] The existing specification "Glass and Metal Guardrails for Buildings" JGT 342-2012 requires that the horizontal load test structure of the railing consists of three columns and two handrails as relatively independent specimens. The test conducted on such specimens is described as a standardized railing test.

[0003] However, the railing structure in existing buildings is often composed of multiple columns and handrails. At this time, if the test is carried out according to the specifications, the handrails outside the test pieces required by the specifications need to be cut off. After the test, the handrail structure and surface decoration layer need to be restored, which greatly increases the difficulty of the test. Owners are usually more reluctant to such tests.

[0004] If the railing is not cut off during the test, the adjacent handrails will impose additional constraints on the standard specimen, and the control point displacement value obtained from the test will be smaller. At this time, the evaluation results of the railing are more likely to meet the requirements of the specification, making the railing that may not meet the specification evaluated as qualified.

[0005] The present invention arranges corresponding strain gauges on continuous railing handrails and columns to collect corresponding strain values, calculates the internal force value corresponding to the additional constraint imposed by the adjacent handrails on the standard specimen, and reversely applies the internal force value to the calculation model of the standard specimen to obtain the corresponding correction value. The displacement value of the standardized railing test can be obtained by superimposing the displacement value of the original control point on the correction value. Summary of the invention

[0006] In order to solve the above problems in the prior art, the present invention provides an intelligent load testing system for continuous handrails of existing buildings without truncation.

[0007] In order to achieve the above object, the main technical solutions adopted by the present invention include:

[0008] Intelligent load test system for continuous handrails of existing buildings without truncation:

[0009] It includes a processing module; the processing module calculates the horizontal displacement value of the standardized railing test according to the collected data;

[0010] The horizontal displacement value of the standardized railing test is defined as state one;

[0011] The state one is equal to the superposition of state two and state three;

[0012] State 2 is the horizontal displacement value of each control point of the isolation body intercepted during the horizontal load test state of the continuous handrail in the existing building;

[0013] State three is the horizontal displacement value caused by the torque and shear force applied to the inflection point at the end of the isolator in the opposite direction to the inflection point at the end of the isolator in state two;

[0014] The torque and shear force in the state three are determined by the following method: strain gauges are arranged on the side surfaces of the left and right ends of the handrail outside the two ends of the isolation body along the axis direction of the handrail; after the load is applied, the position of the inflection point is determined according to the ratio of the handrail strain gauges; after the inflection point is determined, the load is released, and a strain gauge is arranged at a 45-degree angle with the axis of the handrail at the top surface position of the inflection point, and the load is reapplied;

[0015] According to the formula: Calculate the shear force value of the rod; where l n Indicates the center distance of strain gauges; M p and M q Respectively represent the bending moment values ​​at both ends of the rod;

[0016] The torque value of the handrail inflection point outside the two ends of the isolation body is calculated by using the strain value of the strain gauge at the inflection point;

[0017] The processing module automatically reverses the shear force and torque of the handrails outside the two ends of the isolation body and applies them to the inflection point, and calculates the horizontal displacement value of each control point of the state three handrails.

[0018] Furthermore, the isolation body is composed of three consecutive columns and two handrails selected from the continuous handrail railing of the existing building. The two handrails include a fourth span and a fifth span arranged sequentially. The three consecutive columns are the third column, the fourth column, and the fifth column respectively. The handrail connected on the left side of the fourth span is the third span, and the handrail connected on the right side of the fifth span handrail is the sixth span. The isolation points of the two handrails of the isolation body are the inflection points of the third span and the sixth span, respectively.

[0019] Furthermore, strain gauges are arranged on the side of the isolation body along the axis direction of the handrail / column; after the load is applied, according to the formula: Calculate the shear force value of the rod;

[0020] According to the balanced equation:

[0021] P+P=F 3跨 +F 6跨 +F 3柱 +F 4柱 +F 5柱

[0022]

[0023] The elastic modulus E of the railing material is calculated;

[0024] Where P is the horizontal external load of the vertical handrail;

[0025] F 3跨 、F 6跨 、F 3柱 、F 4柱 、F 5柱 is the shear force of the handrails and columns of each span;

[0026] W n is the section modulus;

[0027] ε 3左 , ε 3右 , ε 6左 , ε 6右 , ε 3下 , ε 3上 , ε 4下 , ε 4上 , ε 5下 , ε 5上 is the strain value of each strain gauge;

[0028] D and d are respectively the outer diameter and inner diameter of the cross section when the handrail is made of circular tube;

[0029] Furthermore, the elastic modulus E of the railing material is determined by laboratory simulation.

[0030] Furthermore, the handrails outside the two ends of the isolation body are respectively the third span and the sixth span.

[0031] Furthermore, the rod comprises a handrail and a column.

[0032] Furthermore, the applied load is a load applied horizontally and perpendicular to the axis direction of the handrail; the re-applied load has the same direction and magnitude as the first applied load.

[0033] Furthermore, the inflection point is based on the relationship between bending moment and strain:

[0034] ε represents the bending strain, M represents the bending moment, E represents the elastic modulus, and W n represents the section modulus;

[0035] The bending moment is proportional to the strain. The bending moment ratio can be obtained based on the ratio of the handrail strain gauge, and the position of the inflection point of the handrail can be obtained based on this.

[0036] Furthermore, the torque value at the inflection point is calculated according to the following formula:

[0037] Where α=d / D, σ 45 =ε 45 E;

[0038] M τ is the torque value at the inflection point;

[0039] τ is the shear stress generated by the torque at the inflection point;

[0040] W P is the torsional section modulus of the handrail;

[0041] σ 45 , ε 45 The stress and strain values ​​of the strain gauge are set at a 45-degree angle to the axis of the handrail for the top surface of the handrail at the inflection point.

[0042] Furthermore, the control points include five points A, B, C, D, and E set on the handrail; point A is the midpoint of the fourth span; point B is the midpoint of the fifth span; point C is set on the handrail at the intersection with the third column; point D is set on the handrail at the intersection with the fourth column; point E is set on the handrail at the intersection with the fifth column.

[0043] The beneficial effects of the present invention are as follows: the horizontal load test of the railings in the existing buildings can be carried out without cutting off the handrails, and the standardized railing test results can be obtained by combining the results of the on-site load test of the continuous handrails and the finite element analysis of the isolation body. The model parameters of the isolation body are calculated by the data collected by on-site detection and the derived formulas without damaging the railing structure (the conventional method of obtaining the elastic modulus of the material requires sampling the damaged structure and then conducting a tensile test in the laboratory). BRIEF DESCRIPTION OF THE DRAWINGS

[0044] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0045] Figure 1 Schematic diagram of the continuous handrail structure of an existing building according to an embodiment of the present invention;

[0046] Figure 2 The present invention Figure 1 Bending moment diagrams of the handrails of the third to sixth spans rotating about the plumb bob;

[0047] Figure 3 It is a schematic diagram for determining the position of the inflection point of the present invention;

[0048] Figure 4 This is a schematic diagram of the center spacing structure of the strain gauge of the present invention;

[0049] Figure 5It is a schematic diagram of the Mohr circle of the present invention;

[0050] Figure 6 This is a force diagram of the second state of the present invention;

[0051] Figure 7 This is a schematic diagram of the force in state three of the present invention;

[0052] Figure 8 This is a schematic diagram of the force in state 1 of the present invention;

[0053] Description of reference numerals:

[0054] 101. first column; 102. second column; 103. third column; 104. fourth column; 105. fifth column; 106. sixth column; 111. first span; 112. second span; 113. third span; 114. fourth span; 115. fifth span; 116. sixth span; 117. seventh span; 120. isolator; 130. side strain gauge; 140. top strain gauge. DETAILED DESCRIPTION

[0055] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the invention claimed for protection, but merely represents the selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0056] In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "front end", "rear end", "two ends", "one end", "the other end" and the like indicate positions or positional relationships based on the positions or positional relationships shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first" and "second" are used for descriptive purposes only and cannot be understood as indicating or implying relative importance.

[0057] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "provided with", "connected", etc. should be understood in a broad sense. For example, "connected" can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0058] Example:

[0059] For the convenience of description, Figure 1 Taking the railing with 6 columns and 7 handrails as an example, the lower ends of the columns are fixed, and the two ends of the handrails are fixed; the 6 columns are the first column 101, the second column 102, the third column 103, the fourth column 104, the fifth column 105, and the sixth column 106 from left to right; the 7 handrails are the first span 111, the second span 112, the third span 113, the fourth span 114, the fifth span 115, the sixth span 116, and the seventh span 117 from left to right;

[0060] exist Figure 1 On the railing structure, the horizontal load is applied to the middle of the handrails of the fourth span 114 and the fifth span 115. The bending moment diagram of the handrails of the third span 113 to the sixth span 116 rotating around the plumb bob is as follows: Figure 2 As shown in the bold black lines,

[0061] According to the principles of material mechanics, the relationship between bending moment and strain is: It can be seen that the bending moment is proportional to the strain. The bending moment ratio can be obtained according to the strain ratio of the detection point; ε represents the bending strain, M represents the bending moment, E represents the elastic modulus, and W n represents the section modulus;

[0062] According to the bending moment diagrams from the third span 113 to the sixth span 116, there is an inflection point in the bending moment of the handrail. The side strain gauges 130 are arranged on the sides of the left and right ends of the third span 113 along the axis direction of the handrail. According to the above derivation process, the ratio of the strains of the side strain gauges 130 is the ratio of the bending moment. Due to the existence of the inflection point, the ratio is the ratio of the distances from the center point of the strain gauge of the third span to the inflection point, and the inflection point of the handrail can be obtained accordingly; see Figure 3 , ε 左 With ε 右 are the strain values ​​of the upper side strain gauge of the third span 113 respectively;

[0063] According to the principle of material mechanics, the shear force value of the handrail of the third span 113 is Among them l n Indicates the center spacing of strain gauges (see Figure 4 ), and similarly, the shear force value of the handrail of the sixth span 116 is Similarly, the shear forces of the third column 103 , the fourth column 104 , and the fifth column 105 can be obtained.

[0064] The top surface strain gauge 140 is arranged at a 45 degree angle to the handrail axis at the top surface of the inflection point (see Figure 3 The top surface strain gauge 140 position in the figure) is least affected by the vertical bending moment at this position. According to the principle of material mechanics, the normal stress along the handrail axis at this point on the horizontal plane is zero, and the shear stress under the torque is applied in the direction perpendicular to the handrail axis. Corresponding to points 1 and 2 on the Mohr circle, if point 1 or point 2 is rotated 90 degrees, the maximum and minimum principal stresses on the Mohr circle can be obtained. Corresponding to points 4 and 3 on the Mohr circle, the maximum normal stress can be obtained by rotating the shear stress direction of the handrail by 45 degrees, and the normal stress is equal to the shear stress. (See Figure 5 )

[0065] In order to analyze the forces in all directions at a certain point on the structure, the Mohr circle can be used for graphical analysis. If the point on the Mohr circle is rotated 90 degrees, the force at the actual structural point will be rotated by half, that is, 90 / 2=45 degrees.

[0066] The rotation of point 1 to point 4 is 90 degrees, which corresponds to a 45-degree rotation of the shear stress direction on the handrail, which just corresponds to the point with the largest normal stress. Therefore, the strain gauge of the handrail is arranged along the axis of the handrail with a rotation of 45 degrees.

[0067] The numerical relationship between the shear stress at the inflection point of the handrail 113 in the third span and the normal stress in the 45-degree direction is τ 3跨 =σ 3跨45 , and similarly we can get the sixth span 116: τ 6跨 =σ 6跨45 , torque Where α=d / D, σ 45 =ε 45 E;

[0068] M τ is the torque value at the inflection point;

[0069] τ is the shear stress generated by the torque at the inflection point;

[0070] W P is the torsional section modulus of the handrail;

[0071] σ 45 , ε 45 The stress and strain values ​​of the strain gauge are set at a 45-degree angle to the axis of the handrail for the top surface of the handrail at the inflection point.

[0072] An isolation body is constructed. The isolation body is composed of three consecutive columns and two handrails selected from the continuous handrail railing of the existing building. The two handrails include the fourth span 114 and the fifth span 115 arranged in sequence. The three consecutive columns are the third column 103, the fourth column 104, and the fifth column 105 in sequence. The handrail connected to the left side of the fourth span 114 is the third span 113, and the handrail connected to the right side of the fifth span 115 handrail is the sixth span 116. The isolation points of the two handrails of the isolation body are the inflection points of the third span 113 and the sixth span 116 respectively. The horizontal external thrust borne by the fourth and fifth spans of the railing is equal to the sum of the internal shear values ​​of the bars of the third and sixth span handrails and the third, fourth, and fifth columns. The equilibrium equation of the horizontal load of the isolation body structure is established:

[0073] P+P=F 3跨 +F 6跨 +F 3柱 +F 4柱 +F 5柱

[0074]

[0075] Where P is the horizontal external load of the vertical handrail;

[0076] F 3跨 、F 6跨 、F 3柱 、F 4柱 、F 5柱 is the shear force of the handrails and columns of each span;

[0077] W n is the section modulus;

[0078] ε 3左 , ε 3右 , ε 6左 , ε 6右 , ε 3下 , ε 3上 , ε 4下 , ε 4上 , ε 5下 , ε 5上 is the strain value of each strain gauge;

[0079] D and d are respectively the outer diameter and inner diameter of the cross section when the handrail is made of circular tube;

[0080] According to the above formula, without cutting the railing material for laboratory tensile testing, the elastic modulus E of the railing material can be obtained by calculating formula 5 based on the strain values ​​collected by the arranged strain gauges, the center spacing of the strain gauges, the cross-sectional diameters of the handrails and columns, the wall thickness and other parameters.

[0081] In another embodiment, the elastic modulus E of the railing material is determined by laboratory simulation measurement;

[0082] Taking the isolation body as the research object, the handrail isolation is located exactly at the bending moment inflection point, where the bending moment is zero and only bears the shear force and torque. This state is described as state 2, such as Figure 6 As shown in the figure, P is the applied load. The load application direction is actually a load applied horizontally and perpendicular to the axis of the handrail. The tilt angle in the figure does not directly refer to the actual direction of the load, but is only used for illustration. Similarly, F 3跨 、F 6跨 The inclination angle does not directly represent the direction of force;

[0083] State 1 = State 2 + State 3

[0084] State 1: The horizontal displacement value of the standardized railing test is equivalent to the horizontal displacement value of each control point obtained by the method in "Glass and Metal Guardrails for Buildings" JGT342-2012;

[0085] State 2: Horizontal displacement values ​​of each control point of the isolated body captured during the horizontal load test of the continuous handrail in the existing building;

[0086] State 3: The horizontal displacement value caused by the torque and shear force in the opposite direction to that in State 2 applied to the inflection point at the end of the isolator;

[0087] Status three Figure 7 As shown in the figure, F 3跨 、F 6跨 The tilt angle does not directly represent the force direction, it is only used for illustration;

[0088] The stress deformation of state 2 can be obtained through experiments, and the stress deformation of state 3 can be obtained through finite element model calculation. There are three key factors to ensure the accuracy of finite element calculation results: 1. Parameters such as model section size and elastic modulus; 2. External load; 3. Boundary;

[0089] The three modeling elements of state three can be obtained in the following ways:

[0090] 1. The cross-sectional dimensions of the model can be measured on site, and the elastic modulus can be calculated using the measured strain value and the above-derived formula 5;

[0091] 2. The load (shear force and torque) at the inflection point of the handrail can be obtained by the measured strain value and the above-derived formulas 1, 2, 3, and 4;

[0092] 3. The boundary at the root of the column is consolidated;

[0093] The deformation of state 1 can be obtained by superimposing the deformation of state 2 and state 3, which is the standardized test deformation value that meets the requirements of the specification;

[0094] The test process configures the processing module, which is used to receive the test data generated during the test process, including the horizontal displacement of the control point, strain value, center spacing of strain measurement points, cross-sectional dimensions of the rod, and other parameters. The inflection point position, rod shear force, bending moment, and material elastic modulus parameters can be calculated based on the relevant parameters. The finite element model of the isolation body can be established in the system to obtain the calculated horizontal displacement of the control point of state three, and superimpose the horizontal displacement of state two to obtain the horizontal displacement value of state one required by the specification, such as Figure 8 As shown in the figure, P is the applied load, and the load application direction is actually a load applied horizontally and perpendicular to the axis of the handrail. The inclination angle in the figure does not directly refer to the actual direction of the load and is only used for illustration.

[0095] The control points include five points A, B, C, D, and E set on the handrail; point A is the midpoint of the fourth span 114; point B is the midpoint of the fifth span 115; point C is set on the handrail at the intersection with the third column 103; point D is set on the handrail at the intersection with the fourth column 104; and point E is set on the handrail at the intersection with the fifth column 105.

[0096] Experimental example: A 7-span railing, the cross-section of the column and handrail are both Φ50x3 round tubes, the handrail height is 1.2 meters, the length of the handrail in each span is 1.0 meters, strain gauges are arranged on the third, fourth and fifth columns and the third and sixth span handrails, and a horizontal load of 1.5kN is applied to the fourth and fifth spans respectively. The data collected by the displacement meters at points A, B, C, D, and E of the railing are transmitted to the processing module. The horizontal position values ​​of each point are shown in Table 1 below, and the horizontal displacement values ​​of each control point of the state two handrail are obtained.

[0097] Table 1: Horizontal displacement values ​​of the control points of the railing in state 2 (unit: mm)

[0098] Location A B C D E Deformation 18.01 17.42 14.17 18.63 13.12

[0099] The strain values ​​collected by the strain gauges of the handrails and columns are transmitted to the processing module. The strains at each point are shown in Table 2.

[0100] Table 2: Strain values ​​of railing and column strain gauges

[0101] Location Handrail left or under the column Handrail right or on the column The third span 148 -44 The Sixth Span 176 -54 The third column 745 -2 The fourth pillar 1006 -81 The fifth pillar 686 -9

[0102] According to the ratio of the handrail strain gauge, the ratio of the inflection point can be obtained. After the inflection point is determined, the horizontal load of the fourth span 114 and the fifth span 115 is released, and a strain gauge with an angle of 45 degrees with the handrail axis is set at the top surface position of the point, and then the horizontal load is re-applied to the fourth span 114 and the fifth span 115; the applied load is a load applied horizontally and perpendicular to the handrail axis; the re-applied load has the same direction and magnitude as the first applied load;

[0103] The strain values ​​of the third span 113 and the sixth span 116 top surface strain gauges collected by the strain gauges are transmitted to the processing module, and the values ​​are shown in Table 3 below:

[0104] Table 3: Strain values ​​of strain gauges on the top surface of handrails

[0105] Location Top surface strain The third span 78 The Sixth Span 88

[0106] The processing module uses the strain values ​​of the side strain gauges of the third, fourth and fifth columns and the third and sixth span handrails to obtain the shear forces of the rods according to Formula 2 and Formula 3, which are 0.235 kN, 0.283 kN, 0.734 kN, 1.068 kN and 0.683 kN respectively. The above strain values ​​are substituted into Formula 5 to obtain the elastic modulus E = 2.168 MPa of the railing material. The strain values ​​of the top surface strain gauges of the third and sixth span handrails are substituted into Formula 4 to obtain the torque values ​​of the inflection points of the third and sixth spans of the handrails, which are 0.165 kN·m and 0.187 kN·m respectively.

[0107] The finite element model of the handrail can be established in the processing module in advance, and the position of the confirmed inflection point of the isolation body can be adjusted. The processing module automatically reverses the shear force and torque of the third and sixth spans and applies them to the inflection point, and calculates the horizontal displacement value of each control point of the state three handrail, as shown in Table 4 below.

[0108] Table 4: Horizontal displacement values ​​of the three railing control points in each state (unit: mm)

[0109] Location A B C D E Deformation 6.14 6.57 6.99 5.91 7.88

[0110] The processing module superimposes the horizontal displacement values ​​of each control point of the handrail in state two and state three to obtain the horizontal displacement value of state one, as shown in Table 5 below.

[0111] Table 5: Horizontal displacement of the railing control point in state 1 (unit: mm)

[0112] Location A B C D E Deformation 24.15 23.99 21.16 24.54 21.00

[0113] The above descriptions are merely embodiments of the present invention and are not intended to limit the patent scope of the present invention. Any equivalent transformations made using the contents of the present invention's specification and drawings, or directly or indirectly applied in related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. Existing building continuous handrail non-truncation intelligent load test system, characterized by: It includes a processing module; the processing module calculates the horizontal displacement value of the standardized railing test according to the collected data; The horizontal displacement value of the standardized railing test is defined as state one; The state one is equal to the superposition of state two and state three; State 2 is the horizontal displacement value of each control point of the isolation body intercepted during the horizontal load test state of the continuous handrail in the existing building; State three is the horizontal displacement value caused by the torque and shear force applied to the inflection point at the end of the isolator in the opposite direction to the inflection point at the end of the isolator in state two; The torque and shear force in the state three are determined by the following method: strain gauges are arranged on the side surfaces of the left and right ends of the handrail outside the two ends of the isolation body along the axis direction of the handrail; after the load is applied, the position of the inflection point is determined according to the ratio of the handrail strain gauges; after the inflection point is determined, the load is released, and a strain gauge is arranged at a 45-degree angle with the axis of the handrail at the top surface position of the inflection point, and the load is reapplied; According to the formula: Calculate the shear force value of the rod; where l n Indicates the center spacing of strain gauges; M p and M q Respectively represent the bending moment values ​​at both ends of the rod; The torque value of the handrail inflection point outside the two ends of the isolation body is calculated by using the strain value of the strain gauge at the inflection point; The processing module automatically reverses the shear force and torque of the handrails outside the two ends of the isolation body and applies them to the inflection point, and calculates the horizontal displacement value of each control point of the state three handrails.

2. According to claim 1, the existing building continuous handrail non-truncation intelligent load test system is characterized by: The isolation body is composed of three consecutive columns and two handrails selected from the continuous handrail railing of the existing building. The two handrails include the fourth span and the fifth span arranged sequentially. The three consecutive columns are the third column, the fourth column, and the fifth column respectively. The handrail connected on the left side of the fourth span is the third span, and the handrail connected on the right side of the fifth span handrail is the sixth span. The isolation points of the two handrails of the isolation body are the inflection points of the third span and the sixth span respectively.

3. The existing building continuous handrail non-truncation intelligent load test system according to claim 2 is characterized by: The side of the isolator is arranged with strain gauges along the axis of the handrail / column; after the load is applied, according to the formula: Calculate the shear force value of the rod; According to the balanced equation: P+P=F 3跨 +F 6跨 +F 3柱 +F 4柱 +F 5柱 The elastic modulus E of the railing material is calculated; Where P is the horizontal external load of the vertical handrail; F 3跨 、F 6跨 、F 3柱 、F 4柱 、F 5柱 is the shear force of the handrails and columns of each span; W n is the section modulus; ε 3左 、 ε 3右 、 ε 6左 、 ε 6右 、 ε 3下 、 ε 3上 、 ε 4下 、 ε 4上 、 ε 5下 、 ε 5上 are the strain values of the respective strain gauges; D and d are respectively the outer diameter and inner diameter of the cross section when the handrail is made of circular tube.

4. According to claim 1, the existing building continuous handrail non-truncation intelligent load test system is characterized by: The elastic modulus E of the railing is determined by laboratory simulation measurement.

5. According to claim 2, the existing building continuous handrail non-truncation intelligent load test system is characterized by: The handrails outside the two ends of the isolation body are respectively for the third span and the sixth span.

6. The existing building continuous handrail non-truncation intelligent load test system according to claim 3 is characterized by: The rod comprises a handrail and a column.

7. The existing building continuous handrail non-truncation intelligent load test system according to claim 1 is characterized by: The applied load is a load applied horizontally and perpendicular to the axis of the handrail; the re-applied load has the same direction and magnitude as the first applied load.

8. The existing building continuous handrail non-truncation intelligent load test system according to claim 1 is characterized by: The inflection point is based on the relationship between bending moment and strain: ε represents the bending strain, M represents the bending moment, E represents the elastic modulus, and W n represents the section modulus; The bending moment is proportional to the strain. The bending moment ratio can be obtained based on the ratio of the handrail strain gauge, and the position of the inflection point of the handrail can be obtained based on this.

9. The existing building continuous handrail non-truncation intelligent load test system according to claim 1 is characterized by: The torque value at the inflection point is calculated according to the following formula: Where α=d / D,σ 45 =e 45 E; M τ is the torque value at the inflection point; τ is the shear stress generated by the torque at the inflection point; W P is the torsional section modulus of the handrail; σ 45 , ε 45 The stress and strain values ​​of the strain gauge are set at a 45-degree angle to the axis of the handrail for the top surface of the handrail at the inflection point.

10. The existing building continuous handrail non-truncation intelligent load test system according to claim 2 is characterized by: The control points include five points A, B, C, D, and E set on the handrail; point A is the midpoint of the fourth span; point B is the midpoint of the fifth span; point C is set on the handrail at the intersection with the third column; point D is set on the handrail at the intersection with the fourth column; point E is set on the handrail at the intersection with the fifth column.

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