CN111749447A - Tall and big space fastener type full scaffold monitoring structure and monitoring method - Google Patents

Tall and big space fastener type full scaffold monitoring structure and monitoring method Download PDF

Info

Publication number
CN111749447A
CN111749447A CN202010715681.5A CN202010715681A CN111749447A CN 111749447 A CN111749447 A CN 111749447A CN 202010715681 A CN202010715681 A CN 202010715681A CN 111749447 A CN111749447 A CN 111749447A
Authority
CN
China
Prior art keywords
monitoring
scaffold
vertical
stress
displacement
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN202010715681.5A
Other languages
Chinese (zh)
Inventor
李跃辉
王达
文杰
邓永正
蒙拿聆
张豪飞
高健
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CCCC Fourth Highway Engineering Co Ltd
Original Assignee
CCCC Fourth Highway Engineering Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by CCCC Fourth Highway Engineering Co Ltd filed Critical CCCC Fourth Highway Engineering Co Ltd
Priority to CN202010715681.5A priority Critical patent/CN111749447A/en
Publication of CN111749447A publication Critical patent/CN111749447A/en
Pending legal-status Critical Current

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G1/00Scaffolds primarily resting on the ground
    • E04G1/02Scaffolds primarily resting on the ground composed essentially of members elongated in one dimension only, e.g. poles, lattice masts, with or without end portions of special form, connected together by any means
    • E04G1/04Scaffolds primarily resting on the ground composed essentially of members elongated in one dimension only, e.g. poles, lattice masts, with or without end portions of special form, connected together by any means the members being exclusively poles, rods, beams, or other members of similar form and simple cross-section
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01BMEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
    • G01B21/00Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
    • G01B21/32Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01CMEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
    • G01C15/00Surveying instruments or accessories not provided for in groups G01C1/00 - G01C13/00
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01LMEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
    • G01L1/00Measuring force or stress, in general
    • G01L1/10Measuring force or stress, in general by measuring variations of frequency of stressed vibrating elements, e.g. of stressed strings

Abstract

The invention relates to a monitoring structure and a monitoring method for an all-round scaffold, in particular to selection and monitoring of a high and large space fastener type all-round scaffold monitoring point location, and belongs to the field of building engineering. A high and large space fastener type full framing scaffold monitoring structure and a monitoring method are disclosed, wherein the monitoring structure comprises scaffold vertical stress monitoring and scaffold vertical and lateral deformation monitoring; the scaffold vertical stress monitoring comprises horizontal direction monitoring and vertical direction monitoring, monitoring points are arranged in a region with large stress distribution in the horizontal direction, and monitoring points in the vertical direction are arranged in a first step distance from the ground; the monitoring of the vertical and lateral deformation of the scaffold comprises horizontal displacement monitoring and vertical displacement monitoring. The invention has the beneficial effects that: 1. the economical efficiency is good, the construction difficulty is small, and the construction period is short. 2. The stress condition of the structure is grasped on the whole. 3. The required measuring points are few, and the monitoring precision is high. 4. The operation stability and the safety of the supporting system are ensured. 5. Can realize the comprehensive monitoring to full hall scaffold braced system.

Description

Tall and big space fastener type full scaffold monitoring structure and monitoring method
Technical Field
The invention relates to a monitoring structure and a monitoring method for an all-round scaffold, in particular to selection and monitoring of a high and large space fastener type all-round scaffold monitoring point location, and belongs to the field of building engineering.
Background
In the construction of building structures, the full framing scaffold plays an important role, the working types comprise constructor supports, construction equipment, appliance supports and the like, and the practical and effective structure construction monitoring method is required no matter in the safety protection process or the construction quality guarantee process.
The structure construction monitoring is to comprehensively utilize various modern sensing technologies, signal transmission modes, data analysis and other modes, perform nondestructive monitoring on the physical and mechanical properties of the structure, monitor the behavior of the structure in real time, diagnose the damage position and degree of the structure, perform timely and intelligent assessment on the safety, durability, reliability and bearing capacity of the structure, trigger early warning signals for the structure under an emergency or when the structure is seriously abnormal in use condition, and provide basis and guidance for the decision of construction, maintenance and management of the structure. The scaffold engineering required by the construction of the high and large space bears large load and height, the construction difficulty is high, and construction monitoring is necessary for realizing the safe and complete realization of the whole engineering.
The construction monitoring mode is usually manual monitoring, automatic monitoring and combined monitoring. Manual monitoring is the use of simple instruments for periodic monitoring and detection. The automatic monitoring adopts various sensors and monitoring equipment, and the system platform is utilized to carry out real-time online monitoring on the structure. The joint monitoring combines the two methods, and uses various small instruments with higher automation degree to cooperate with manual monitoring.
When the full-space scaffold monitoring method in the prior specification is applied to monitoring the construction of a high and large space full-space scaffold of a building structure, the following technical problems exist:
(1) the strength and stability calculation is only calculated for a single rod in the full support, and the interaction of multiple rods is not considered;
(2) when the template and the dead load are different and the pressure borne by a single rod is different, the characteristics of connection and combined stress of a plurality of rods through nodes in calculation are not fully exerted;
(3) the manual monitoring utilizes a simple instrument to measure the safety data of the high and large space full scaffold structure, is time-consuming and labor-consuming, influences the construction, and is difficult to meet the accuracy requirement;
(4) the automatic monitoring is generally suitable for monitoring extra-large or important structures, if the automatic monitoring is carried out on a full scaffold in a large space, the sensor layout difficulty is high, more materials are consumed, the economy is poor, and meanwhile, the complicated sensor line connection brings great inconvenience to the construction operation carried out on the scaffold;
(5) the joint monitoring lacks an effective and complete construction technical scheme for reference.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a fastener type full-space scaffold monitoring structure with simple and miniaturized structure, low cost and quick installation.
In order to achieve the purpose, the invention adopts the following technical scheme: a fastener type full hall scaffold monitoring structure for a tall and big space comprises a scaffold vertical stress monitoring function and a scaffold vertical and lateral deformation monitoring function; the scaffold vertical stress monitoring comprises horizontal direction monitoring and vertical direction monitoring, monitoring points are arranged in a region with large stress distribution in the horizontal direction, and monitoring points in the vertical direction are arranged in a first step distance from the ground; the monitoring of the vertical deformation and the lateral deformation of the scaffold comprises horizontal displacement monitoring and vertical displacement monitoring, displacement measuring points are arranged at the edge of the scaffold through the horizontal displacement monitoring, and the displacement measuring points are arranged at the height and the top of one half of the scaffold through the vertical displacement monitoring.
Preferably, the selection of the monitoring points of the monitoring structure is combined with the calculation result of finite element simulation analysis.
Preferably, the horizontal direction monitoring of the scaffold vertical stress monitoring is in a form of double closed loop + 45-degree oblique direction.
Preferably, the horizontal displacement monitoring of the vertical and lateral deformation monitoring of the scaffold is arranged in an asymmetric manner.
Preferably, the region of greater stress distribution is in the middle of the scaffold upright.
Preferably, monitoring instruments are arranged at monitoring points for monitoring the vertical stress of the scaffold, and the monitoring instruments are symmetrically arranged.
Preferably, a monitoring instrument for monitoring the vertical stress of the scaffold adopts a vibrating wire arc welding type strain gauge, and a stress data acquisition device adopts a vibrating wire reading instrument; a total station is adopted as a monitoring instrument for monitoring vertical and lateral deformation of the scaffold.
Another object of the present invention is to provide a method for monitoring a high and large space fastener type full hall scaffold by arranging monitoring points according to finite element analysis results, comprising the steps of:
the method comprises the following steps: monitoring instrument selection
For the stress monitoring and the horizontal and vertical deformation monitoring of the scaffold, selecting a monitoring instrument and a data acquisition device;
step two: determining stress distribution characteristics according to finite element simulation calculation results of full framing scaffold
Obtaining the stress distribution characteristics of the scaffold according to a structural construction drawing, a construction detail drawing, a steel structure calculation book in the construction drawing design stage, a construction checking calculation book and a finite element calculation analysis result cloud picture;
step three: selecting and arranging monitoring point positions according to the stress distribution characteristics of the scaffold;
according to the stress analysis result, monitoring the vertical stress of the scaffold, obtaining a region in which a cloud chart shows stress concentration in the middle of the upright rod of the scaffold in the horizontal direction, and determining that a stress monitoring instrument is vertically arranged in a first step distance from the ground in the vertical direction;
according to the displacement analysis result, monitoring the vertical and lateral deformation of the scaffold, arranging displacement monitoring points on the edge of the scaffold in the horizontal direction, and determining the height and the top position of the scaffold with the displacement vertical monitoring points being half of the height of the scaffold in the vertical direction;
step four: safety determination
In the construction process, the stress of a large stress distribution area of the scaffold and the strain of the most dangerous position are monitored, the stress is timely compared with a construction simulation analysis result to judge the safety state of the rod piece, and safety early warning is carried out when the rod piece is damaged.
Preferably, the finite element calculation in the step two is to use finite element software ANSYS to carry out construction simulation analysis on the full hall scaffold, firstly, a Beam188 unit is adopted to simulate a cross bar and a vertical bar, a non-linear spring unit COMBIN39 unit is adopted to simulate a bowl buckling node, and the translation freedom degrees of the nodes at the intersection positions of the cross bar and the vertical bar are coupled; and secondly, selecting calculation model parameters.
Compared with the prior art, the invention has the beneficial effects that:
1. by adopting the method and the device for monitoring the high and large space fastener type full hall scaffold, the key and specific measuring point positions of stress and displacement can be determined through finite element analysis, measuring points do not need to be arranged on the whole scaffold, the engineering quantity is greatly reduced, the economy is good, the construction difficulty is small, and the construction period is short.
2. The stress measuring points are arranged in the large stress distribution area of the scaffold in a double-closed-loop + 45-degree-oblique direction mode, the displacement observation points are arranged on the edge of the scaffold in an asymmetric mode, the accuracy and reliability of numerical value monitoring of the full-length scaffold can be effectively guaranteed, the stress condition of the structure is integrally controlled, and meanwhile, a basis is provided for more accurate installation and positioning of the structure.
3. Stress measuring points are arranged at partial key points, and monitoring targets are defined for the scaffold in the tall and big space. Compared with the measuring points in the prior art, the measuring points are few, the monitoring precision is high, and the technical defects that a traditional monitoring scheme (adopting engineering experience to arrange measuring point positions) consumes more materials, is poor in economical efficiency and brings large burden to worker construction due to the arrangement of excessive points are overcome.
4. The position of the measuring point is determined according to the construction simulation analysis result, the measuring device is arranged, the finite element analysis result is compared with the monitoring data of the instrument in real time, the safety state of the rod piece can be accurately judged, the potential safety hazard of the structure is prevented, timely maintenance is achieved, the full scaffold structure is in a good stress state, and the operation stability and the safety of the supporting system are ensured.
5. The invention provides a complete, effective and unique monitoring scheme for the high and large space fastener type full framing scaffold, can determine the measuring points according to the finite element analysis result, can comprehensively monitor the full framing scaffold supporting system, and achieves the purpose of providing basis and guidance for the construction, maintenance and management decisions of the structure.
Drawings
Fig. 1-2 are respectively calculation results of Z-direction stress and equivalent stress of construction simulation analysis according to an embodiment of the invention, wherein (a) is a stress perspective view of a full-hall scaffold, (b) is a side view, and (c) is a top view;
fig. 3 to 6 are respectively calculation results of X-direction displacement, Y-direction displacement, Z-direction displacement and equivalent displacement of construction simulation analysis according to the embodiment of the present invention, where (a) is a perspective view of displacement of a full hall scaffold, (b) is a side view, and (c) is a top view;
FIG. 7 is a plan view of stress measuring points of the vertical rod;
FIG. 8 is a plan view of displacement measuring points of the vertical rods;
FIG. 9 is a view showing the arrangement of the monitoring device on the vertical rod, wherein (a) is a side view and (b) is a top view;
FIG. 10 is a full hall scaffold setting area of a auditorium project example of a great theatre in the Tianhan province;
FIG. 11 is a numerical model of simulation analysis of construction of auditorium hall engineering example in the great theatre of the Tianhan, where (a) is a perspective view of a full hall scaffold and (b) is a top view;
FIG. 12 is a schematic view of the scaffold, wherein (a) is a schematic plan view of the scaffold, in which LZ is a vertical pitch of the vertical poles and LH is a lateral pitch of the vertical poles; (b) the vertical view of the scaffold is shown in the figure, wherein LZ is the vertical distance of the vertical rods, and LB is the step distance of the vertical rods.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings: a method for monitoring a fastener type full framing scaffold in a tall and big space mainly comprises the following steps:
(1) monitoring the vertical stress of the scaffold: and combining a finite element simulation calculation result in the construction process, and monitoring the stress of the scaffold by using a stress-strain sensor to obtain the stress change of the rod piece with larger stress. In the horizontal direction, a form of double closed loops and 45-degree inclined directions is adopted, and monitoring points are arranged in a region with large stress distribution; in the vertical direction, the stress monitoring points are arranged in a first step distance from the ground; the monitoring instruments of each measuring point are symmetrically arranged, namely two monitoring instruments are arranged at each measuring point;
(2) monitoring vertical and lateral deformation of the scaffold: combining finite element simulation calculation results, using a deformation monitoring instrument to control and monitor the horizontal and vertical displacement of the scaffold structure key nodes under each working condition, grasping the stress deformation condition of the structure on the whole, and simultaneously providing basis for more accurate installation and positioning of the structure. In the horizontal direction, displacement measuring points are arranged on the edge of the scaffold in an asymmetric mode, and in the vertical direction, the displacement monitoring content is the deformation of one half of the height of the scaffold and the deformation of the top position.
The description is given below by taking the example of a Tianhan large theater:
the steel structure of the large-span stiff concrete structure of the auditorium of the Tianhan large theatre has the east-west span of 32m and the north-south span of 30 m. The steel beam is 200mm 1800mm H-shaped steel, and the weight is large. And pouring the concrete floor after the stiff steel beams are installed, wherein the load is borne by the full framing scaffold at the lower part. The erection area of the full scaffolding is shown in figure 10.
With reference to fig. 10, the present embodiment adopts a fastener-type steel pipe scaffold for construction, and after the installation of the # -shaped steel beam is completed, the erection of the formwork support body is started. The scaffold erection area formwork support height is more than 8m, the load of a concentration line is more than 20kN/m, and the scaffold belongs to a high and large space fastener type full scaffold project with large risk exceeding a certain scale.
Therefore, a special construction scheme, a finite element simulation calculation scheme of the full-space scaffold and a monitoring scheme of the full-space scaffold are compiled before construction, and according to market conditions of Hanzhong and China, approval and expert argumentation opinions, steel pipes with the diameter of phi 48 x 2.7mm are selected as frame steel pipes, and clad wood templates with the thickness of 18mm are adopted as templates.
The monitoring of the high and large space fastener type full framing scaffold of the embodiment is carried out according to the following steps:
the method comprises the following steps: selecting a monitoring instrument according to the actual condition of the engineering project;
considering that the construction site condition of the embodiment is complex, the requirement on the continuity of construction monitoring data is high, meanwhile, the monitoring equipment needs to meet the requirements on stability and economy, the full framing scaffold steel structural member stress monitoring instrument adopts a vibrating wire arc welding type strain gauge, the stress data acquisition device adopts a vibrating wire type reading instrument, the vibrating wire type reading instrument comprises a wired type and a wireless type, and no fixed position is adopted, and the setting is carried out according to the site condition. The full framing scaffold level and vertical deformation monitoring instrument adopts the total powerstation.
Step two: determining stress distribution characteristics according to finite element simulation calculation results of the full framing scaffold, and selecting monitoring point positions;
according to the finite element simulation calculation scheme of the full-hall scaffold of the great theatre in the Tianhan, the numerical calculation model of the full-hall scaffold is established according to the actual size and the load distribution condition of the engineering project. Finite element software ANSYS is used for carrying out construction simulation analysis on the full hall scaffold, firstly, Beam188 units are used for simulating cross rods and vertical rods, non-linear spring units COMBIN39 units are used for simulating bowl buckling nodes, the translation freedom degrees of the nodes at the intersection positions of the cross rods and the vertical rods are coupled, and a numerical model is shown in the attached drawing 11.
In the analysis of this embodiment, the vertical pitch of the scaffold is represented by LZ, the horizontal pitch of the scaffold is represented by LH, and the step pitch of the scaffold is represented by LB, as shown in fig. 12 (a) and 12 (b), LZ = LH = LB =0.6m according to the actual engineering situation.
Secondly, selecting calculation model parameters: according to the fastener type scaffold, the bowl buckle node belongs to a semi-rigid node, the bending rigidity of the bowl buckle node has a remarkable influence on the stable bearing capacity of the scaffold, the bending rigidity is directly related to the tightening torque, and the tightening torque of the fastener in actual engineering is 40-50N-m. In the calculation of the embodiment, the conservative value of the tightening torque is 40N m, and the corresponding bending rigidity is 19 kN/rad; according to the condition that the load of the concentrated line is more than 20kN/m, the line load is set to be 40kN/m, and the line load is further converted into the concentrated load of the vertical rod, namely 40kN/m multiplied by 0.6m =24 kN; according to in the actual engineering with scaffold top with major structure all around be connected to the lateral displacement of restriction top surface scaffold frame, and then improve and stabilize bearing capacity. In the embodiment, 24kN vertical concentrated force is exerted on the top of the vertical rod at a point, and all translational degrees of freedom of the bottom node are constrained; the lateral displacement of the top of the scaffold can be further limited according to the friction between the supporting template and the vertical rod in the actual engineering, and the lateral displacement of a top node is restrained in a numerical model; according to the fact that the scaffold in the actual engineering has geometrical defects which are randomly distributed, the initial defects are applied by using a consistent modal defect method in the numerical calculation, and the amplitude of the defects is located 1/1000 of the height of the upright rod.
The numerical calculation results of this example are:
1. and (4) stress results: each upright can withstand an applied load of 24kN when LZ = LH = LB =0.6 m. At the moment, the maximum equivalent stress of the scaffold is 65Mpa, and the vertical maximum stress is 180 Mpa. The calculation results of the construction simulation analysis Z-direction stress and the equivalent stress are respectively shown in the attached drawings 1-2.
2. And (3) displacement results are as follows: when LZ = LH = LB =0.6m, the displacement of the scaffolding in various directions is as shown in the following figure. The maximum lateral displacement of the scaffold is 0.7mm, and the maximum vertical displacement is 2.6 mm. The maximum lateral displacement occurs at scaffold height from ground 3/5. The calculation results of the construction simulation analysis of X-direction displacement, Y-direction displacement, Z-direction displacement and equivalent displacement are respectively shown in the attached figures 3-6.
In the embodiment, the stress distribution characteristics of the full-hall scaffold of the Tianhan large theatre are determined by combining a structure construction drawing, a construction detail drawing, a steel structure calculation book at the design stage of the construction drawing, a construction checking calculation book and a finite element calculation analysis result (shown in attached figures 1-6).
Step three: selecting and arranging monitoring point positions according to the stress distribution characteristics;
according to the stress analysis result top views 1 (c) and 2 (c), a red area of a cloud chart showing stress concentration is obtained and used as a stress key area, the measuring points are simplified by combining a construction detailed chart, the stress measuring points are arranged in the horizontal direction in a mode of double closed loops and 45-degree inclination, and 25 measuring points are calculated. 3. 14 stress measuring points of No. 4, 5, 6, 14, 20, 22, 25, 24, 23, 21, 16, 10 and 6 form a first closed loop; 7. 8, 9, 13, 19, 18, 17 and 11 stress measuring points form a second closed loop; 1. and 8 stress measuring points No. 2, 6, 7, 12, 15, 19 and 25 are arranged at an angle of 45 degrees. The stress point plane locations are shown in figure 7. According to the stress analysis results, namely perspective views 1 (a) and 2 (a) and side views 1 (b) and 2 (b), the cloud chart is obtained, the region where stress concentration is shown in the cloud chart is located in the middle of the vertical rod, and in the vertical direction, the stress monitoring instrument is determined to be vertically arranged in a first step distance from the ground.
According to the displacement analysis result top views 3 (c) to 6 (c), selecting an edge area with large displacement displayed by a cloud picture as a stress key area, simplifying measuring points by combining a construction detail picture, and if the displacement monitoring points are arranged on the east side, the west side is not arranged; if the south side is arranged, the north side is not arranged, which is called asymmetric arrangement for short. In the horizontal direction, displacement measuring points are arranged on the edge of the scaffold in an asymmetric mode, 12 measuring points are arranged in total, and the plane positions of the displacement measuring points are shown in the attached figure 8. According to the displacement analysis result, namely the perspective views 3 (a) to 6 (a) and the side views 3 (b) to 6 (b), a cloud chart is obtained, the areas with large displacement in the vertical direction are located at the top end and the middle part of the vertical rod, and the deformation of the position of the top and the deformation of the position of the scaffold with the displacement vertical monitoring content being one half of the height of the scaffold are determined in the vertical direction.
In the stress monitoring of the full framing scaffold, stress monitoring instruments at each measuring point are symmetrically arranged, namely two vibrating wire arc welding type strain gauges are arranged at each measuring point, 50 vibrating wire arc welding type strain gauges are required in total, and the vibrating wire arc welding type strain gauges are vertically arranged in a first step distance from the ground. According to the stress measuring point selection result in the second step, the plane arrangement mode of the stress monitoring point vibrating wire arc welding type strain gauges of the scaffold upright rod is shown in the attached drawing 7, and the arrangement mode of the vibrating wire arc welding type strain gauges on the upright rod is shown in the attached drawing 9;
in the deformation monitoring of the full framing scaffold of this embodiment, a total station is used for monitoring according to the displacement measuring point selection result in the second step, the position of the total station can be determined according to the field situation, so that the monitoring point can be monitored, the monitoring contents include the deformation at one-half of the height of the framing scaffold and the deformation at the top position, and the plane position of the displacement measuring point of the vertical rod of the framing scaffold is as shown in fig. 8.
Step four: safety determination
In the construction process, the stress of a large stress distribution area of the scaffold and the strain of the most dangerous position are monitored, the stress is timely compared with a construction simulation analysis result to judge the safety state of the rod piece, and safety early warning is carried out when the rod piece is damaged.
The above embodiments are merely illustrative of the present invention in connection with specific construction situations and are not to be construed as limiting the present invention. Any extensions, modifications, etc. of ordinary skill in the art without departing from the principles of the present invention are within the scope of the present invention.

Claims (9)

1. The utility model provides a full hall scaffold monitoring structure of tall and big space fastener formula which characterized in that: the monitoring structure comprises scaffold vertical stress monitoring and scaffold vertical and lateral deformation monitoring; the scaffold vertical stress monitoring comprises horizontal direction monitoring and vertical direction monitoring, monitoring points are arranged in a region with large stress distribution in the horizontal direction, and monitoring points in the vertical direction are arranged in a first step distance from the ground; the monitoring of the vertical deformation and the lateral deformation of the scaffold comprises horizontal displacement monitoring and vertical displacement monitoring, displacement measuring points are arranged at the edge of the scaffold through the horizontal displacement monitoring, and the displacement measuring points are arranged at the height and the top of one half of the scaffold through the vertical displacement monitoring.
2. The tall and big space fastener type full hall scaffold monitoring structure according to claim 1, wherein: and the selection of monitoring points of the monitoring structure is combined with the calculation result of finite element simulation analysis.
3. The tall and big space fastener type full hall scaffold monitoring structure according to claim 2, wherein: the horizontal direction monitoring of the scaffold vertical stress monitoring adopts a form of double closed loops + 45-degree oblique direction.
4. The tall and big space fastener type full hall scaffold monitoring structure according to claim 2 or 3, wherein: the horizontal displacement monitoring of the vertical deformation and the lateral deformation of the scaffold is arranged in an asymmetric mode.
5. The tall and big space fastener type full hall scaffold monitoring structure according to claim 1, wherein: the area with larger stress distribution is in the middle of the upright stanchion of the scaffold.
6. The tall and big space fastener type full hall scaffold monitoring structure according to claim 1, wherein: monitoring instruments are arranged at monitoring points for monitoring the vertical stress of the scaffold, and the monitoring instruments are symmetrically arranged.
7. The tall and big space fastener type full hall scaffold monitoring structure according to claim 1, wherein: the monitoring instrument for monitoring the vertical stress of the scaffold adopts a vibrating wire arc welding type strain gauge, and the stress data acquisition device adopts a vibrating wire reading instrument; a total station is adopted as a monitoring instrument for monitoring vertical and lateral deformation of the scaffold.
8. A method for monitoring a fastener type full framing scaffold in a tall and big space is characterized by comprising the following steps of: the method comprises the following steps:
the method comprises the following steps: monitoring instrument selection
For the stress monitoring and the horizontal and vertical deformation monitoring of the scaffold, selecting a monitoring instrument and a data acquisition device;
step two: determining stress distribution characteristics according to finite element simulation calculation results of full framing scaffold
Obtaining the stress distribution characteristics of the scaffold according to a structural construction drawing, a construction detail drawing, a steel structure calculation book in the construction drawing design stage, a construction checking calculation book and a finite element calculation analysis result cloud picture;
step three: selecting and arranging monitoring point positions according to the stress distribution characteristics of the scaffold;
according to the stress analysis result, monitoring the vertical stress of the scaffold, obtaining a region in which a cloud chart shows stress concentration in the middle of the upright rod of the scaffold in the horizontal direction, and determining that a stress monitoring instrument is vertically arranged in a first step distance from the ground in the vertical direction;
according to the displacement analysis result, monitoring the vertical and lateral deformation of the scaffold, arranging displacement monitoring points on the edge of the scaffold in the horizontal direction, and determining the height and the top position of the scaffold with the displacement vertical monitoring points being half of the height of the scaffold in the vertical direction;
step four: safety determination
In the construction process, the stress of a large stress distribution area of the scaffold and the strain of the most dangerous position are monitored, the stress is timely compared with a construction simulation analysis result to judge the safety state of the rod piece, and safety early warning is carried out when the rod piece is damaged.
9. The method for monitoring the fastener-type full-hall scaffold in the tall space according to claim 8, wherein: the finite element calculation in the step two is to use finite element software ANSYS to carry out construction simulation analysis on the full hall scaffold, firstly, a Beam188 unit is adopted to simulate a cross rod and a vertical rod, a nonlinear spring unit COMBIN39 unit is adopted to simulate a bowl buckle node, and the translation freedom degrees of the nodes at the intersection positions of the cross rod and the vertical rod are coupled; and secondly, selecting calculation model parameters.
CN202010715681.5A 2020-07-23 2020-07-23 Tall and big space fastener type full scaffold monitoring structure and monitoring method Pending CN111749447A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202010715681.5A CN111749447A (en) 2020-07-23 2020-07-23 Tall and big space fastener type full scaffold monitoring structure and monitoring method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202010715681.5A CN111749447A (en) 2020-07-23 2020-07-23 Tall and big space fastener type full scaffold monitoring structure and monitoring method

Publications (1)

Publication Number Publication Date
CN111749447A true CN111749447A (en) 2020-10-09

Family

ID=72710658

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202010715681.5A Pending CN111749447A (en) 2020-07-23 2020-07-23 Tall and big space fastener type full scaffold monitoring structure and monitoring method

Country Status (1)

Country Link
CN (1) CN111749447A (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114878049A (en) * 2022-05-20 2022-08-09 中交天津港湾工程研究院有限公司 Method for indirectly measuring buttress stress in marine large-scale floating body floating transportation
CN115235420A (en) * 2022-07-28 2022-10-25 日照职业技术学院 Method and system for monitoring deformation of building construction support frame structure
CN115422619A (en) * 2022-10-31 2022-12-02 天津城建大学 Simulation measuring and calculating method for semi-rigid value of scaffold node

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114878049A (en) * 2022-05-20 2022-08-09 中交天津港湾工程研究院有限公司 Method for indirectly measuring buttress stress in marine large-scale floating body floating transportation
CN115235420A (en) * 2022-07-28 2022-10-25 日照职业技术学院 Method and system for monitoring deformation of building construction support frame structure
CN115422619A (en) * 2022-10-31 2022-12-02 天津城建大学 Simulation measuring and calculating method for semi-rigid value of scaffold node
CN115422619B (en) * 2022-10-31 2023-02-10 天津城建大学 Simulation measuring and calculating method for semi-rigidity value of scaffold node

Similar Documents

Publication Publication Date Title
CN111749447A (en) Tall and big space fastener type full scaffold monitoring structure and monitoring method
CN110485737A (en) A kind of Elements of Space Grid Truss location and installation construction method based on BIM technology
CN112649046B (en) Overall pushing monitoring method for whole-process simulation tied arch bridge
CN104866676A (en) Bondbeam cable-stayed bridge sensor layout method based on two-phase multi-scale model correction
Tang et al. Design and application of structural health monitoring system in long-span cable-membrane structure
CN108505458B (en) Method for monitoring whole suspension bridge dismantling process
CN110006674A (en) A kind of monitoring method of high form-tie assembly Instability real-time early warning
CN109163834A (en) Cast-in-situ Beam precompressed monitoring device
CN213418410U (en) Tall and big space fastener type full scaffold monitoring structure
CN110878534B (en) Intelligent deviation rectifying device and method in cable-stayed bridge turning process
CN105423880B (en) A kind of method for hanging main push-towing rope measurement deflection of bridge span
CN110318338B (en) Measurement control method for installing and positioning steel anchor beam
CN202023298U (en) Roof truss-sectioned roof girder structure capable of being hoisted by cross type tower crane
CN105780825A (en) Pile foundation construction environment control and evaluation method based on self-balanced detection test
CN102519637B (en) Force determining support for structural test
CN106403858B (en) A kind of superaltitude large cantilever steel platform tip deflection monitoring method
CN114396162A (en) On-site assembling method for steel structure pipe truss
CN211922298U (en) Recyclable tunnel anchor cable strand embedded pipe fine adjustment device
CN113062218A (en) All-steel high-low double-tower supporting structure with force measuring function for main bridge
CN113447067A (en) Monitoring method of construction monitoring system of reinforced concrete combined section
CN110820942A (en) Construction method for roof overlong overhanging lotus flower modeling steel structure
CN219512005U (en) Hanging basket deformation testing device
CN104330276B (en) Measure ceiling support system Ultimate Strength Test method
CN204139074U (en) A kind of cantilever case beam shelf bracket fastener syndeton
CN212007339U (en) Structure stress and strain monitoring and early warning system based on BIM technology

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination