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==Abstract==
 
==Abstract==
The safety study is carried out for the large cantilevered cover beam assembly bracket used in the actual project, using real-time monitoring and early warning of the whole process, monitoring the strain and displacement development process of the bracket during the actual construction process, ensuring that the use of the bracket is in a safe state during the actual construction process while analyzing the causes of its changes and proposing the timing of the bracket flow. Modelling of the support and numerical simulation for actual working conditions. The monitoring data and analysis results show that the overall bracket stress ratio is less than 30%, and after the concrete structure being supported hardens, the bracket is unloaded, and the bracket strain is reduced to less than 10% of the stress ratio before it is most appropriate to remove the bracket. The maximum strain does not exceed 66.26% of the theoretical maximum strain of the rod. The actual construction conditions and the spatial form of the bracket affect the force situation, resulting in a significant deviation from the theoretical maximum strain, and the analysis results and trends reflect the low utilization rate of such bracket rods. The results of the study can be used as a reference for the topology optimization of assembled bracing frames for large cantilevered cover beams.
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The study on the assembly support for the large cantilevered cover beam was carried out by conducting real-time monitoring on the assembly frames’ strain and displacement development processes in the actual project. Modeling of the support and numerical simulation for actual working conditions were presented. The monitoring data and analysis results show that the overall stress ratio of the support was less than 30%. And as the concrete structure being supported hardened, the support frame was unloaded. When the stress ratio was then reduced to less than 10%, it was the most appropriate time to remove the bracing frame. The maximum strain from the simulation did not exceed 66.26% of the theoretical maximum strain of the rod. The actual construction conditions and the spatial form of the support affected the force situation, resulting in the deviation from the theoretical maximum strain at certain phases. The analysis results and trends reflect the low utilization rate of such framing rods. The results of the study can be used as a reference for the topology optimization of assembled support frames for large cantilevered cover beams.
  
'''Keywords''': Large cantilever fabricated support; Real time monitoring and early warning; Simulation analysis; Stress ratio utility analysis
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'''Keywords''': Large cantilever fabricated support, real time monitoring and early warning, simulation analysis, stress ratio utility analysis
  
 
==1. Introduction==
 
==1. Introduction==
In the city's overpass system, it is common to see the existence of a large cantilever prestressed cover beam because of its overwhelming characteristics, such as long span, compact, small footprint, open to traffic and high urban utilization rate. Both local and oversea scholars have in-depth study in the full load bearing bracket because of the extensive use and the comprehensive construction technique[1-6]. With the development of technology, society requires a shorter construction period,the traditional full load bearing bracket needs too much time and experienced workers to set up. Thus, the large cantilever assembly support frame which cost less time and short turn over a period became a better choice to constructors,because of its passable stents, the construction process could minimize the influence on local traffic. Nowadays, the majority of researchers focus more on stents' construction technology or shape design, instead of force analysis. Although a part of researchers uses the finite element analysis method to simulate the loading condition of the heteromorphic stent, fewer of them apply the test in actual construction condition[7-11].Moreover, internal and external scholars prefer to focus on stent monitoring and monitoring plan research rather than real-time construction process monitoring[12-16].
 
  
This essay is based on the Hangzhou Pengbu Interchange Reconstruction Project. It is focused on the real-time information monitoring of the first class large cantilever truss prestressed cover beam prefabricated support frame. Such stent is different from others. The superstructure is a cantilever truss structure which suitable for cantilever cover beam construction. Except for the shorter construction period, the primary advantage of it is the passable stent, which satisfies the requirements of traffic reconstruction on site. In order to generate a comprehensive monitoring plan, the high-frequency acquisition instrument is used to monitor the whole actual process of construction in real-time all day, simultaneously increasing construction security. Through data analysis and the change of force in the different construction phase, this essay is going to figure out the reliability rate and the optimal turning timing of stents. Furthermore, the finite element simulation and monitoring data will be compared and analyzed to figure out the main factors that may affect the support force in the construction process. It provides technical support for safe construction and a basis for the broad application of this kind of stent.
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In the urban overpass system, it is common to see the existence of large cantilever poststressed cover beams for their overwhelming characteristics, such as long span, compactness, small footprint, openness to traffic and high rate of space utilization. Both local and oversea scholars have done in-depth studies on the full framing scaffolding due to its extensive use and the comprehensive construction technique [1-6]. With the development of industry, the demand for shortening construction time is increasing rapidly,as the traditional full framing scaffolding needs too much time and experienced workers to set up. Thus the large cantilever assembly support frame which will largely reduce the time and the flow period has become a better choice. With the open passages under, the influence on the local traffic can be minimized in the construction process. But so far, the focus in the previous researches about collapsible support frames has been more laid on the construction technology or shape design of frames, and less on the stress analysis of the support of the large cantilever cover beam. There are also researches simulating the loading conditions of some special form frames by the finite element analysis method, while less data in the actual construction process is available [7-11]. Moreover, there are researches on frame monitoring targeted for a particular construction case but not yet the study on real-time and full-range process monitoring [12-16].
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This essay is based on the Hangzhou Pengbu Interchange Reconstruction Project. It focuses on the real-time information monitoring of the collapsible support frame for the large cantilever cover beam. In order to generate a comprehensive monitoring plan, the high-frequency acquisition instrument was used to monitor the whole actual process of construction all day in real-time. Through data analysis on the change of force in the different construction phases, this essay confirms the reliability of the support frame and proposes reference for its optimal flow. Furthermore, based on the results from the finite element simulation and monitoring data, the essay analysed about the main factors that may affect the stress conditions of the frame during the construction process. It provides technical support for safe construction and a basis for the broad application of this kind of support frame.
  
 
== 2. Project profile ==
 
== 2. Project profile ==
The Hangzhou Pengbu Interchange reconstruction project is interworking in situ reconstruction. The total length of the road is around 1.73 meters. The main highway is 1.49m long. The bridge has a full width of 25.1m and a maximum span of 56m.The main line cover beam construction could be considered a risky project. The structure could be divided into three main types, which include: T-type, M-type, and F-type. Most of them are T-type structures, and 30 of them are the size of 25.11m×3.0m×2.4m. Because of the enormous traffic flow, the full of the support frame is not allowed to use here. However, the current construction does not use column. It means that except for the high cost and high-risk level, the force of the column in all directions is not uniform while constructing. Thus, the new large cantilever assembly bracket will be more suitable under such conditions. This essay mainly focuses on the monitoring and analysis of one of the support forms of the T-shaped cover beam.
 
  
This kind of support system mainly contains foundation, steel column, horizontal support, unloading sandbox, beam and scissors support. Steel components are mainly made of Q235 steel. The support rods are all standard H-shaped steel. The upper chord is 588×300 H-type steel, the lower chord is 440×300 H-type steel, the connecting rod is 250×250 H-type steel, and the vertical foundation supporting rod is 594×302 H-type steel. For more information, the foundation is connected to the column by anchor bolts of embedded parts, the middle column is connected to the C30 concrete foundation and embedded parts of the cap platform by anchor bolts, and the unloading sandbox is set between the steel column and the beam for force transmission and unloading. The specific structure of the support is shown in Figure 1.
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The Hangzhou Pengbu Interchange Bridge Reconstruction Project is a reconstruction project at its original site. The total length of the route is around 1.73m. And the main highway is 1.49 km long. The bridge has a full width of 25.1m and a maximum span of 56m.The cover beam construction along the main line could be considered as relatively risky. There are three main structure types: T-type, M-type, and F-type, among which the 30 T-type structures constitute the majority, with each has a size of 25.11m<math>\times</math>3.0m<math>\times</math>2.4m. And the cantilever cover beam intrudes into the municipal road space beyond the range of construction project. So considering the enormous traffic flow timing, the full framing scaffolding is not feasible at the position. However, in the proposed construction the pier columns are not circular-shaped. This means greater complexity, higher cost and risk due to the uneven loading in all directions when the hoop construction method is applied. Thus, the new large cantilever assembly support is adopted for the project. This essay mainly focuses on the monitoring and analysis of such assembly support for the above-mentioned T-shaped cover beam in the project.
  
[[File:Review_810747395455_5123_fig1(a).png]]
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This kind of support system mainly contains foundation, steel columns, horizontal support, unloading sandboxes, beams and scissors support. Steel components are mainly made of Q235 steel. The support rods are all standard H-shaped steel. The upper chord is 588<math>\times</math>300 H-type steel, the lower chord is 440<math>\times</math>300 H-type steel, the connecting rod is 250×250 H-type steel, and the vertical foundation supporting member is 594<math>\times</math>302 H-type steel. For more information, the foundation is connected to the column by anchor bolts of embedded parts. The middle column is connected to the C30 concrete foundation and embedded parts of the cap platform by anchor bolts, and the unloading sandbox is set between the steel columns and the beams for force transmission and unloading. The specific structure of the support is shown in [[#img-1|Figure 1]].
[[File:Review_810747395455_7074_fig1(b).png]]
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'''Fig.1''' Support structure
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<div id='img-1'></div>
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
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|-style="background:white;"
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|align="center" |
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{|
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|-
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|style="text-align: center;padding:10px;"| [[File:Review_810747395455_5123_fig1(a).png|322x322px]]
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|style="text-align: center;padding:10px;"| [[File:Review_810747395455_7074_fig1(b).png|450x450px]]
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|-
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Support space structure
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Planar structure of support
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|}
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 1'''. Support structure
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|}
  
 
== 3. Construction monitoring and actual data analysis ==
 
== 3. Construction monitoring and actual data analysis ==
  
 
=== 3.1 Construction monitoring and forewarning ===
 
=== 3.1 Construction monitoring and forewarning ===
For this monitoring, after the classification according to the structure location, the monitoring location is selected according to the theoretical force situation of the pole. The monitoring instruments are shown in Figure 2, the IICC-NDM non-contact deflection detector is used for displacement monitoring, the HC-B300 dual-axis digital display inclinometer is used for bracket tilt situation, and the JDEBJ vibrating string surface strain gauge is used for strain monitoring, which is uploaded to the monitoring cloud through the HC-M610/4/8 wireless data collector. The network monitoring platform is shown in Figure 3, which collects data 24 hours a day to ensure real-time construction monitoring data transmission and real-time safety of bracket construction.  
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During this strain monitoring test, the monitoring positions were chosen in line with the structure position classification and the theoretical stress of the frame member. The strain monitoring was performed by using JDEBJ vibrating chord surface strain gauge, the data of which was then uploaded to the monitoring cloud through a HC-M610/4/8 wireless data acquisition instrument ([[#img-2|Figure 2]]).
  
[[File:Draft_房_828988194_3836_图片1.jpg|251x251px]]  [[File:Draft_房_828988194_8832_图片2.png|250x250px]]   [[File:Draft_房_828988194_4529_图片3.png|250x250px]]                
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<div id='img-2'></div>
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
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|-style="background:white;"
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|align="center" |
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{|
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|-
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|  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_3836_图片1.jpg|250x250px]]  
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| style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_8832_图片2.png|250x250px]]
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|  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_4529_图片3.png|250x250px]]  
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|-
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|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Non-contact flexure tester
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|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Double-axis digital inclinometer
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|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(c) Vibrating chord surface
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|}
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 2'''. Monitoring instruments
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|}
  
(a)Non-Contact Flexure Tester              (b) Double-axis digital inclinometer          (c)Vibrating chord surface
 
  
'''Fig.2''' Monitoring instruments
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The network monitoring platform is shown in [[#img-3|Figure 3]].  
  
[[File:Draft_房_828988194_1495_图片4.png|1084x1084px]]'''Fig.3''' Network monitoring platform
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It allows 24 hours uninterrupted data collection to ensure the implementation of data transmission, and it indicates timely strain situation to ensure the real-time safety of the support construction. Moreover, the IICC-NDM non-contact disturbance detector was used for displacement monitoring, and HC-B300 Double-axis digital inclinometer was used to monitor the tilt condition of the supporting frame. 
  
The specific monitoring position is shown in Figure 4.There are 30 strain monitoring stations (some of the monitoring test bar are stress form correctly, and the i-steel web and flange set two strain gauge respectively); 6 displacement monitoring point (using three deflection detector by fixed position instrument, the relative position between the monitoring and measurement instrument, determine stent displacement deformation, displacement of each instrument can be used to detect two points); and one inclination monitoring point (placed on the central column)
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<div id='img-3'></div>
[[File:Review_810747395455_8720_fig4(a).jpg]]
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
[[File:Review_810747395455_3565_fig4(b).jpg]]
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|-style="background:white;"
'''Fig. 4''' Layout of monitoring positions of product A and product B supports
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|style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_1495_图片4.png|1084x1084px]]
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 3'''. Network monitoring platform
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|}
  
The monitoring and early warning process is shown in Figure 5.Through the construction data, the theoretical maximum strain and maximum displacement of each rod of the construction support are calculated according to the theoretical maximum construction load, the monitoring scheme (monitoring points and instruments) is determined, the three-level warning value is set, and the actual data of the support during the construction process is monitored and collected throughout the day. Due to real-time monitoring, once there is a dangerous situation, the system could immediately give feedback to the construction site, adjust the construction, and then ensure construction safety, forming a closed-loop construction-monitoring chain.
 
  
[[File:Draft_房_828988194_5121_图片6.png]]'''Fig.5''' Monitoring and early warning flowchart
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The specific monitoring position is shown in [[#img-4|Figure 4]]. There were 30 strain monitoring stations (to monitor the safety state of some key rods under construction load two strain gauges were placed at the i-steel web and flange respectively); 6 displacement monitoring points (three deflection detectors are fixed to identify the relative positions between the monitoring positions and the measurement instruments, then to determine the displacement deformation of the supporting frame, with each instrument used to detect two displacement points); and one inclination monitoring point (placed on the central column).
  
During construction, in order to provide early warning for the actual construction, the theoretical maximum strains of the brackets were calculated for all bars according to the elastic bars according to the design cover beam construction loads (construction load 5 kN/m2, formwork load 2 kN/m2, concrete load 26 kN/m2), considering that the brackets should all be warned within the yield load (after the action of the upper beryl beam of the brackets, so the maximum theoretical loads were divided according to The maximum strain on the brackets caused by the uniform distribution of the load on the two independent brackets) and the theoretical maximum displacement resulting from the larger displacements are calculated. Taking into account the yield strength of the material of each rod and the destabilization strength of the space structure, each strength meets the requirements, therefore, according to 110%, 120% and 130% of the theoretical maximum strain (all of which are less than the yield strength and destabilization strength of the rod), a three-stage warning is proposed to guide the construction on site, and the strain warning values of each measurement point are shown in Table 1.
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<div id='img-4'></div>
  
'''Table 1''' Early warning values of strain at each measuring point (strain unit: με)
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"  
{| class="MsoNormalTable"
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|-style="background:white;"
|Number
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|align="center" |  
|Level 1
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{|
|Level 2
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|+
|Level 3
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|Number
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|Level 1
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|Level 2
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|Level 3
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|-
 
|-
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|  style="text-align: center;padding:10px;"|[[File:Review_810747395455_8720_fig4(a).jpg|386x386px]]
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|  style="text-align: center;padding:10px;"|[[File:Review_810747395455_3565_fig4(b).jpg|386x386px]]
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|-
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Product A supports    
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Product B supports    
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|}
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 4'''. Layout of monitoring positions of product A and product B supports
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|}
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The monitoring and early warning process is shown in [[#img-5|Figure 5]]. With the construction data, the theoretical maximum strain and maximum displacement of each rod of the construction support were calculated according to the theoretical maximum construction load. The monitoring scheme (monitoring points and instruments) was determined, with the three-level warning values set, and the actual data of the support during the construction process monitored and collected throughout the day. Being under real-time monitoring, once there was a dangerous situation, the system could immediately give feedback to the construction site, adjust the construction, and then ensure construction safety, forming a closed-loop construction-monitoring chain.
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<div id='img-5'></div>
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
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|-style="background:white;"
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|style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_5121_图片6.png|650px]]
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 5'''. Monitoring and early warning flowchart 
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|}
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During the construction period, in order to provide early warning for the actual construction, according to the design cover beam construction load (the construction load 5 KN/m<sup>2</sup>, the formwork load 2 KN/m<sup>2</sup>, the concrete load 26 KN/m<sup>2</sup>), it was considered that the support frames should all be warned within the yield load, so the theoretical maximum strain situation of the frame was calculated by the elastic theoretical calculation values of the rods (through the upper beryl beam of the support, the maximum theoretical load was evenly distributed to the two independent parallel frames), and the theoretical maximum displacement values resulting from the larger displacement positions were calculated. After taking into account the material yield strength of each member in comparison with the instability strength of the space structure, each strength meeting the requirements, a three-level warning system was proposed to guide the construction on site respectively in accordance with 110%, 120% and 130% of the theoretical maximum strain. The strain warning values of each measurement point are shown in [[#tab-1|Table 1]].
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<div class="center" style="font-size: 85%;">'''Table 1'''. Early warning values of strain at each measuring point (strain unit: <math>\mu\varepsilon</math>)</div>
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<div id='tab-1'></div>
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{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"
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|-style="text-align:center"
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!Number !! Level 1 !! Level 2 !! Level 3 !! Number !! Level 1 !! Level 2 !! Level 3
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|-style="text-align:center"
 
|YBA-03
 
|YBA-03
 
|915
 
|915
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|600
 
|600
 
|651
 
|651
|-
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|-style="text-align:center"
 
|YBA-04D
 
|YBA-04D
 
|768
 
|768
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|789
 
|789
 
|855
 
|855
|-
+
|-style="text-align:center"
 
|YBA-04M
 
|YBA-04M
 
|768
 
|768
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|789
 
|789
 
|855
 
|855
|-
+
|-style="text-align:center"
 
|YBA-05
 
|YBA-05
 
|915
 
|915
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|998
 
|998
 
|1043
 
|1043
|-
+
|-style="text-align:center"
 
|YBA-08
 
|YBA-08
 
|550
 
|550
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|998
 
|998
 
|1043
 
|1043
|-
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|-style="text-align:center"
 
|YBA-09
 
|YBA-09
 
|723
 
|723
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|383
 
|383
 
|414
 
|414
|-
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|-style="text-align:center"
 
|YBA-10
 
|YBA-10
 
|273
 
|273
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|383
 
|383
 
|414
 
|414
|-
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|-style="text-align:center"
 
|YBA-11
 
|YBA-11
 
|620
 
|620
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|789
 
|789
 
|855
 
|855
|-
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|-style="text-align:center"
 
|YBA-13
 
|YBA-13
 
|723
 
|723
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|789
 
|789
 
|855
 
|855
|-
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|-style="text-align:center"
 
|YBA-14
 
|YBA-14
 
|550
 
|550
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|298
 
|298
 
|322
 
|322
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|-style="text-align:center"
 
|YBA-12
 
|YBA-12
 
|273
 
|273
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|676
 
|676
 
|732
 
|732
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|-style="text-align:center"
 
|YBA-16
 
|YBA-16
 
|351
 
|351
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|789
 
|789
 
|855
 
|855
|-
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|-style="text-align:center"
 
|YBA-15
 
|YBA-15
 
|351
 
|351
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|383
 
|383
 
|414
 
|414
|-
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|-style="text-align:center"
 
|YBA-02
 
|YBA-02
 
|239
 
|239
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|383
 
|383
 
|414
 
|414
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|YBA-06
 
|YBA-06
 
|239
 
|239
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|414
 
|414
 
|}
 
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=== 3.2 Analysis of monitoring data ===
 
=== 3.2 Analysis of monitoring data ===
Through the monitoring of the whole construction process, the displacement and inclination of the actual bracket were small and almost unchanged, so the main analysis was on the strain. The form of force on this bracket is similar to that of a truss structure, and the force members are divided into two main categories, the first category of compressive members and the second category of tensile members. (the OA section is the reinforcement tying stage, the AB section is the concrete pouring stage, the BC section is the initial concrete setting stage and the CD section is the prestressing primary tensioning stage). The full process strain trends for the two types of stressed bars are shown in Figure 6.
 
  
[[File:Review_810747395455_2924_图片7.png]]
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Throughout the monitoring of the whole construction process, the displacement and inclination of the actual frames were small and almost unchanged, so the main analysis was on the strain. The force transmission form on the support was similar to that of a truss structure, with two main types of the members of the support, respectively transmitting the compression force and tension force (the OA section is the reinforcement tying stage, the AB section is the concrete pouring stage, the BC section is the initial concrete setting stage and the CD section is the first tension stage of post-stressing). The full process strain trends for the two types of stressed members are shown in [[#img-6|Figure 6]].
[[File:Review_810747395455_4473_图片8.png]]
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(a) Tensile components                                                                      (b) Compressed components
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<div id='img-6'></div>
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{|
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|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_9935_fig6(a).jpg|385x385px]]
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|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_9792_fig6(b).jpg|385x385px]]
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|-
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Tensile components
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Compressed components
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|}
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|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 6'''.  Strain trend diagram of two kinds of stressed rods in the whole process
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|}
  
'''Fig. 6''' Strain trend diagram of two kinds of stressed rods in the whole process
 
  
The strain trends in the whole process and the comparison with the strain data at the monitoring points show that the strain trends are the same during the whole construction process, i.e. reinforcement tying and formwork installation - concrete placement - initial concrete setting stage - primary prestressing tensioning.
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The strain trends in the whole process and the comparison with the strain data at the monitoring points show that the strain trends are the same during the whole construction process, i.e. reinforcement tying and formwork installation - concrete placement - initial concrete setting stage - primary post-stressing tensioning.
  
From the strain trend diagram of the whole process, we can learn that during the stage of reinforcement tying and formwork installation, as the load of the upper cover beam reinforcement and formwork slowly increased, the strain of each member of the lower support frame slowly increased. Although the theoretical construction load accounted for 20% of the overall load, the actual strain of the bracket bars was only 10% to 15% of the maximum strain. After the installation of the formwork was completed, concrete was poured, and as concrete was the main load of the overall cover beam, the overall strain of the lower brace rose sharply with the pouring of concrete to the strain maximum, and the maximum rod strain was 289.54 με, but it was still within the safe range, and there was still a large gap with the theoretical strain, accounting for only 40.03% of the theoretical value, and the rod closest to the theoretical strain , the actual strain reached 73.01% of the theoretical strain.
+
From the strain trend diagram of the whole process, we can learn that during the stage of reinforcement tying and formwork installation, as the load of the upper cover beam reinforcement and formwork slowly increased, the strain of each member of the lower support frame slowly increased as well. Although the theoretical construction load accounted for 20% of the overall load, the actual strain of the support frames was only 10% to 15% of the maximum strain. The concrete was poured after the installation of the formwork. And as the concrete was the main load of the whole cantilever cover beam, and the loading increased at a high speed, the overall strain of the lower support frames rose sharply with the pouring of concrete to the strain maximum, 289.54 <math>\mu\varepsilon</math>. But it was still within the safe range, and there was still a large gap from the theoretical strain, accounting for only 40.03% of the theoretical value. The member reaching 73.01% of the theoretical strain was the one reaching the closest.
  
Entering the initial concrete setting stage, the overall cover beam stiffness gradually increases due to the internal hydration of the concrete, and the load on the bracket is continuously released, so the stress on each bar is continuously reduced, i.e. the strain variable expressed by the strain data slowly falls back and can drop to 60%~75% of the maximum strain. The primary prestressing tensioning of the cover beam, with the prestressing bars arranged on the self-weighted tensioned side of the cover beam, tensions the prestressing bars and further increases the stiffness of the cover beam, resulting in a further increase in the ability of the cover beam to withstand the overall self-weight, and the strain decreases to the lowest point of the fallback interval, falling back to approximately 50% of the maximum strain.
+
Entering the initial concrete setting stage, the overall cover beam stiffness gradually increased due to the internal hydration of the concrete, and the load on the support was continuously released, so the stress on each member was continuously reduced, that is, the strain variables slowly fell down and dropped to 60%~75% of the maximum strain. During the stage of the primary post-stressing tensioning of the cover beam, with the post-stressing members arranged on the self-weighted tensioned side of the cover beam, and further increasing the stiffness of the cover beam, its capacity to withstand the overall self-weight was promoted as a result, and the strain continued to decrease till it reached its lowest point, approximately 50% of the maximum strain.
  
It can be seen that the release of the stress in the bracket is closely linked to the continuous improvement in the stiffness of the upper cover beam. As the process continues, in the increased load section, the strain in the bracket increases with the overall load, but the actual strain, which has a large gap with the theoretical strain, basically does not exceed 75% of the theoretical maximum strain. According to the changes in the strain variables of each rod, the internal stresses can be calculated, as the size of each type of rod is different, so the ultimate yield stress is also different. 6.84%. The maximum strain and stress ratio at each measurement point is shown in Table 2. This shows that the overall bar utilization is very low and the bar strain surplus is still large.
+
It can be seen that the release of the stress in the assembly support was closely linked to the continuous improvement in the stiffness of the upper cover beam. As the process continues, in the increased load section, the strain in the support frame increased with the overall load, but the actual strain, which has a large gap from the theoretical strain, basically did not exceed 75% of the theoretical maximum strain. According to the changes in the strain variables of each member, the internal stresses can be calculated, as the size of each member type was different, so the ultimate yield stress was also different 6.84%. The maximum strain and stress ratio at each measurement point are shown in [[#tab-2|Table 2]]. This shows that the frame member utilization was very low and the member strain surplus was still large.
  
'''Table 2''' Maximum stress variable and stress ratio of each measuring point
+
 
{| class="MsoNormalTable"
+
<div class="center" style="font-size: 85%;">'''Table 2'''. Maximum stress variable and stress ratio of each measuring point</div>
|Measurement point number
+
 
|Stage Maximum Change Strain Variable(με)
+
<div id='tab-1'></div>
|Stress ratio(%
+
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"  
|-
+
|-style="text-align:center"
 +
! style="vertical-align:top"| Measurement point number !! Stage maximum change <br> strain variable (<math>\mu\varepsilon</math>)!! Stress ratio <br> (%)
 +
|-style="text-align:center"
 
|YBA-04D
 
|YBA-04D
 
|144.629
 
|144.629
 
|13.86
 
|13.86
|-
+
|-style="text-align:center"
 
|YBA-04M
 
|YBA-04M
 
|163.48
 
|163.48
 
|15.66
 
|15.66
|-
+
|-style="text-align:center"
 
|YBB-06U
 
|YBB-06U
 
|147.333
 
|147.333
 
|14.12
 
|14.12
|-
+
|-style="text-align:center"
 
|YBB-06M
 
|YBB-06M
 
|115.837
 
|115.837
 
|11.10
 
|11.10
|-
+
|-style="text-align:center"
 
|YBA-09
 
|YBA-09
 
|<nowiki>-289.452</nowiki>
 
|<nowiki>-289.452</nowiki>
 
|28.24
 
|28.24
|-
+
|-style="text-align:center"
 
|YBB-04
 
|YBB-04
 
|<nowiki>-241.991</nowiki>
 
|<nowiki>-241.991</nowiki>
 
|23.50
 
|23.50
|-
+
|-style="text-align:center"
 
|YBB-07U
 
|YBB-07U
 
|<nowiki>-105.09</nowiki>
 
|<nowiki>-105.09</nowiki>
 
|10.25
 
|10.25
|-
+
|-style="text-align:center"
 
|YBB-07M
 
|YBB-07M
 
|<nowiki>-227.754</nowiki>
 
|<nowiki>-227.754</nowiki>
 
|22.22
 
|22.22
|-
+
|-style="text-align:center"
 
|YBA-10
 
|YBA-10
 
|<nowiki>-70.071</nowiki>
 
|<nowiki>-70.071</nowiki>
 
|6.84
 
|6.84
|-
+
|-style="text-align:center"
 
|YBA-12
 
|YBA-12
 
|<nowiki>-199.335</nowiki>
 
|<nowiki>-199.335</nowiki>
 
|19.46
 
|19.46
|-
+
|-style="text-align:center"
 
|YBA-15
 
|YBA-15
 
|<nowiki>-211.932</nowiki>
 
|<nowiki>-211.932</nowiki>
 
|20.96
 
|20.96
|-
+
|-style="text-align:center"
 
|YBB-11R
 
|YBB-11R
 
|<nowiki>-127.36</nowiki>
 
|<nowiki>-127.36</nowiki>
 
|12.60
 
|12.60
|-
+
|-style="text-align:center"
 
|YBB-11M
 
|YBB-11M
 
|<nowiki>-152.01</nowiki>
 
|<nowiki>-152.01</nowiki>
 
|15.04
 
|15.04
|-
+
|-style="text-align:center"
 
|YBB-12
 
|YBB-12
 
|<nowiki>-97.025</nowiki>
 
|<nowiki>-97.025</nowiki>
Line 270: Line 345:
 
|}
 
|}
  
With the completion of the upper cover beam concrete pouring and hardening, the stent is unloaded, causing the stent stress strain to decrease. By monitoring the overall construction process, 10-12 days after hardening, i.e. 15-17 days after the start of the cover beam construction (during which one prestress tensioning of the cover beam is completed), the stent strain reaches a minimum of no more than 10% of the ultimate yield strain of the rod, and the stent is removed at this stage, which not only ensures the quality of the cover beam construction, but also improves the flow of the stent and shortens the cycle of the overall bridge construction.
 
  
The monitoring data shows that the brackets are safe in practice, the actual strain is still far from the ultimate yield strength of each bar, and the use of such assembled brackets can effectively improve the construction cycle of the cover beam, but the actual brackets have low utilization of each bar.
 
  
By analyzing the overall structure of the bracket, it can be found that this type of bracket is not a separate plane load-bearing system, but a space structure system that connects the two brackets stably through transverse scissor bracing and connecting members, which has a close combination with the lower pier of the cover beam, and by using the bearing capacity of the existing pier, it ensures that the bracket bears a smaller load during the construction of the cover beam, while most of the load is borne by the pier and column, thus The theoretical maximum strain of the support frame is greater than the actual strain. The finite element analysis of the spatial structure of the brace was then used to verify the use of each bar of the brace.
+
When the concrete pouring of the upper cover beam was completed and hardening, the support was unloaded, causing the stress strain of the support to decrease. By monitoring the construction process, 10-12 days after the hardening, i.e. 15-17 days after the start of the cover beam construction (during which the first tension stage of post stressing was completed), the support strain reached a minimum of no more than 10% of the ultimate yield strain of the member, and the support was removed at this stage, which not only ensured the quality of the cover beam construction, but also improved the flow of the support and shortened the period for the bridge construction.
 +
 
 +
The monitoring data shows that the support frames are safe in practice, the actual strain is still far from the ultimate yield strength of each member, and the use of such assembled support can effectively improve the construction period of the cover beam, but the actual utilisation of each member of the support is low.
 +
 
 +
By analyzing the overall structure of the support frame, it can be found that this type of support is not a separate plane load-bearing system, but a space structure system that connects the two frames stably through transverse scissor bracing and connecting members, closely combining with the pier column below the cover beam which largely shares the bearing load, it ensures that the support frame bears a smaller load during the construction of the cover beam, thus the theoretical maximum strain of the support frame is greater than the actual strain. The finite element analysis of the spatial structure of the support was then used to verify the efficiency of each member of the frame, and will provide the theory basis for unloading mechanism of frame interaction during the concrete hardening.
  
 
== 4. Finite element simulation analysis ==
 
== 4. Finite element simulation analysis ==
  
 
=== 4.1 Theoretical modelling ===
 
=== 4.1 Theoretical modelling ===
According to the monitoring of the actual construction situation, member type, member size and connection form and other actual bracket parameters, using the sap2000 finite element analysis software, the space bracket model is established to study the theoretical stress changes in the bracket under the theoretical construction load for each working condition and to verify the use of the bracket under the theoretical situation. The overall bracket is mainly divided into the following categories: upper chord bar (load directly applied part, 588 x 300 H-beam), lower chord bar (440 x 300 H-beam), web bar (250 x 250 H-beam) and column bar (594 x 302 H-beam). In the process of modelling, beam units were used for all types of bars, with each upper chord bar divided into 9 units, each web bar divided into 16 units, each lower chord bar divided into 3 units and each column bar divided into 3 units. As the actual construction of each bar is connected by multiple rows of high strength bolts, rigid nodes are used in the model to ensure moment transfer. The actual support at the bottom of the bracket is a high-strength bolt connected to the concrete pier pre-built, so fixed support is used. The three-dimensional calculation model is shown in Figure 7.
+
According to the actual construction situation, member type, member size and connection form and other actual frame parameters, using the sap2000 finite element analysis software, the assembly support model was established to study the stress changes in the support frame under the theoretical construction load for each working condition and to verify the utilisation of the support frame. The assembly support frame is composed of the following  3 categories of members: upper chord members (the part where the load is placed, 588<math> \times </math>300 H-beam), lower chord members (440<math> \times </math>300 H-beam), web members (250<math> \times </math>250 H-beam) and column members (594<math> \times </math>302 H-beam). In the process of modeling, beam units were used for all types of members, with each upper chord member divided into 9 units, each web member into 16 units, each lower chord member into 3 units and each column member into 3 units. As the actual construction of each member is connected by multiple rows of high strength bolts, rigid nodes were used in the model to ensure the transfer of bending moment. The actual support at the bottom of the member is a high-strength bolt connected to the concrete pier column pre-built, so the fixed support was used. The three-dimensional calculation model is shown in [[#img-7|Figure 7]].
  
[[File:Draft_房_828988194_9462_图片9.png]]
+
<div id='img-7'></div>
 +
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 +
|-style="background:white;"
 +
|style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_9462_图片9.png]]
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 7'''. 3D Calculation mode
 +
|}
  
'''Fig. 7''' 3D Calculation mode
 
  
In the actual construction process, as the actual load of the cover beam was transferred to the main support through the upper berth and distribution beam of the support, all the theoretical loads were converted into linear loads and applied to the two main supports respectively, of which the construction load (including manual movement, equipment placement, etc.) was 11.5KN/m, the formwork load was 2.6KN/m, and the main load of the cover beam (including the theoretical weight of concrete and the theoretical weight of reinforcement) was 118.3KN/m. During the construction of the cover beam, the reinforcement tying stage was carried out in a homogeneous pattern, so that the load was applied to the top chord in batches in the form of homogeneous loads. The main load is the weight of the concrete, and the actual concrete pouring phase is divided into four stages for the safety of the construction: middle part of the cover beam - 1/2 weight pour at the south end; middle part of the cover beam - 1/2 weight pour at the north end; middle part of the cover beam - full weight pour at the south end; middle -all weight at the north end. Therefore, when analyzing the forces at this stage in the finite element simulation, the loads were also applied according to the four stages. The stress and displacement clouds of the overall support are shown in Figure 8.
+
In the actual construction process, as the actual load of the cover beam was transferred to the main support through the upper berth and distribution beams of the support, all the theoretical loads were converted into linear loads and applied to the two main supporting frames respectively. Among them, the construction load, including manual movement, equipment placement, etc., was 11.5KN/m, the formwork load was 2.6KN/m, and the main load of the cover beam, including the theoretical weight of the concrete and the theoretical weight of the reinforcement, was 118.3KN/m. In the construction of the cover beam, the reinforcement tying stage was carried out in a homogeneous pattern, so in the modeling, the distributed loads were applied to the top chord in batches. The main load is the weight of the concrete, and the actual concrete pouring phase was divided into four stages for the safety of the construction: 1/2 weight pour from the middle to the south end; 1/2 weight pour from the middle to the north end; the other 1/2 weight pour from the middle to the south end; the other 1/2 weight pour from the middle to the north end. Therefore, when analyzing the forces at this stage in the finite element simulation, the loads were also applied according to the four stages. The stress and displacement clouds of the assembly support are shown in [[#img-8|Figure 8]].
  
[[File:Draft_房_828988194_8150_图片10.png|361x361px]]
+
<div id='img-8'></div>
[[File:Draft_房_828988194_5736_图片11.png|411x411px]]
+
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 +
|-style="background:white;"
 +
|align="center" |
 +
{|
 +
|+
 +
|-
 +
|  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_8150_图片10.png|386x386px]]
 +
|  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_5736_图片11.png|386x386px]]  
 +
|-
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Stress clouds (unit:MPa)
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Displacement clouds (unit:mm)
 +
|}
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 8'''.  Support nephogram
 +
|}
  
(a)Stress clouds(Unit:MPa)                                    (b)Displacement clouds(Unit:mm)
 
 
'''Fig. 8''' Support nephogram
 
  
 
=== 4.2 Model validation ===
 
=== 4.2 Model validation ===
In order to verify the reasonableness of the model, the simulated data of the two types of stressed bars of the integral bracket were collated, and the strain change process of the bars is shown in Figure 9. As can be seen from Figure 9, although the simulated curve and the measured curve are different in some positions, the overall deformation development trend between the measured and simulated curves is relatively close, taking into account the actual construction influence and the sensitivity of the monitoring instruments, so the model is reasonable.
 
  
[[File:Draft_房_828988194_7103_图片12.png|370x370px]]
+
In order to verify the reasonableness of the model, the simulated data of the two types of stressed members of the assembly support were derived and compared with the data from the actual monitoring process. The strain change process of the members is shown in [[#img-9|Figure 9]]. As can be seen from [[#img-7|Figure 7]], although the simulated curve and the measured curve are different in some positions, the overall deformation development trend between the measured and simulated curves is relatively close, taking into account the actual co nstruction influence and the sensitivity of the monitoring instruments, so the model is reasonable.
[[File:Draft_房_828988194_1174_图片13.png|370x370px]]
+
  
(a) Diagram of trends in tensioned components        (b) Diagram of trends in pressurized components
+
<div id='img-9'></div>
 +
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 +
|-style="background:white;"
 +
|align="center" |
 +
{|
 +
|+
 +
|-
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_6190_FIG9(A).jpg|380x380px]]
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_1998_FIG9(B).jpg|380x380px]]
 +
|-
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Diagram of trends in tensioned components
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Diagram of trends in pressurized components
 +
|}
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 9'''. Strain change process
 +
|}
  
'''Fig. 9''' Strain change process
+
===4.3 Analysis of calculation results ===
  
==== 4.3 Analysis of calculation results ====
+
Monitoring points with continuous strain trends and low fluctuations in the measured data were selected for analysis and comparison among the various types of members in the assembly support.
In the process of analyzing the calculation results, monitoring points with continuous strain trends and low fluctuations in the measured data were selected for analysis and comparison among the various types of bars in the bracket.
+
  
 
==== 4.3.1 Upper chord rod force analysis ====
 
==== 4.3.1 Upper chord rod force analysis ====
The actual monitoring data of the upper chord bar YBB-06U monitoring point compared with the simulated data is shown in Figure 10. As can be seen from Figure 10, during the reinforcement tying stage, the simulated and measured strain data of the bars increased gradually at a slow rate, but the strain variables were both small. During the reinforcement tying stage, the maximum strain in the actual monitoring data was 11.653με, accounting for 8.98% of the total strain, while the maximum strain in the simulated data was 42.961με, accounting for 7.66% of the total strain, and the two were relatively close to each other in terms of the total strain. During the concrete casting stage, the maximum strain in the actual monitoring data was 129.807με and the maximum strain in the simulated data was 560.582με. Due to the actual construction conditions and the influence of the structure of the support (the concrete fluid state and the unilateral force on the space structure of the support), both strains showed a strain trend of sudden rise and then slow fall or steady and then sudden rise again during this stage, and the maximum strain was The maximum strain is less than the theoretical maximum strain of 831 με for the single-sided force on the rod.
 
  
[[File:Draft_房_828988194_7388_图片14.png|440x440px]]
+
The comparison between the actual data from the monitoring point YBB-06U at the upper chord member and  the simulated data is shown in [[#img-8|Figure 8]]. As can be seen from [[#img-10|Figure 10]] , during the reinforcement tying stage, the simulated and measured strain data of the members increased gradually at a slow rate, but the strain variables in both were small. During the reinforcement tying stage, the maximum strain in the actual monitoring data was 11.653<math>\mu\varepsilon</math>, accounting for 8.98% of the total strain, while the maximum strain in the simulated data was 42.961<math>\mu\varepsilon</math>, accounting for 7.66% of the total strain, and the two were relatively close to each other in terms of their proportions in the total strain. During the concrete casting stage, the maximum strain in the actual monitoring data was 129.807<math>\mu\varepsilon</math> and the maximum strain in the simulated data was 560.582<math>\mu\varepsilon</math>. Due to the actual construction conditions and the influence of the structure of the support (the fluid state of the concrete and the single-side force loading on the space structure of the support), both strains showed a trend of a slow fall after a sudden rise, followed by another sudden rise, and the maximum strains in both were less than the theoretical maximum strain of 831<math>\mu\varepsilon</math> for the single-sided force on the member.
[[File:Draft_房_828988194_5239_图片15.png|300x300px]]
+
  
(a)Upper chord                                     (b) Comparison curve of actual monitoring data and simulated data at YBB-06U monitoring point
+
<div id='img-10'></div>
 
+
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
'''Fig. 10''' Strain of upper chord
+
|-style="background:white;"
 +
|align="center" |
 +
{|
 +
|+
 +
|-
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_2056_图片2.jpg|449x449px]]
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_3403_图片3.jpg|320x320px]]
 +
|-
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Upper chord
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Comparison curve of actual monitoring data and simulated data at YBB-06U monitoring point
 +
|}
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 10'''.  Strain of upper chord
 +
|}
  
 
==== 4.3.2 Lower chord force analysis ====
 
==== 4.3.2 Lower chord force analysis ====
The actual monitoring data for the lower chord YBA-09 monitoring point compared with the simulated data curve is shown in Figure 11. As can be seen from Figure 11, during the reinforcement tying stage, as in the case of the upper chord, both the simulated and measured strain data of the bars gradually increased at a slow rate, but the strain variables were both small, and as the construction stage reached the concrete pouring stage, the main construction load increased at a faster rate, the strain variables of both increased significantly, and the strain variables of both were very close to each other, and the strain convergence trend of both was more consistent. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -33.479με, accounting for 12.24% of the total strain, and the maximum strain in the simulated data was -33.655με, accounting for 7.74% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -273.435με and the maximum strain in the simulated data was -435.145με, both maximum strains were less than the theoretical maximum strain of -657με in the bars.
 
  
[[File:Draft_房_828988194_2474_图片16.png|440x440px]]
+
The comparison between the actual monitoring data from the monitoring point YBA-09 at the lower chord and the simulated data curve is shown in [[#img-11|Figure 11]] . As can be seen from [[#img-9|Figure 9]], during the reinforcement tying stage, as in the case of the upper chord, both the simulated and measured strain data of the members gradually increased at a slow rate, but the strain variables in both were both small, and as the construction stage reached the concrete pouring stage, the main construction load increased at a faster rate, the strain variables in both increased significantly, and the strain variables in both were very close to each other, and the strain convergence trend in both were more consistent. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -33.479<math>\mu\varepsilon</math>, accounting for 12.24% of the total strain, and the maximum strain in the simulated data was -33.655<math>\mu\varepsilon</math>, accounting for 7.74% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -273.435<math>\mu\varepsilon</math> and the maximum strain in the simulated data was -435.145<math>\mu\varepsilon</math>, both maximum strains were less than the theoretical maximum strain of -657<math>\mu\varepsilon</math> in the members.
[[File:Draft_房_828988194_9140_图片17.png|300x300px]]
+
  
(a) Lower chord                                                       (b)Comparison curve of actual monitoring data and simulated data at YBA-09 monitoring point
+
<div id='img-11'></div>
 
+
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
'''Fig. 11''' Strain of Lower chord
+
|-style="background:white;"
 +
|align="center" |
 +
{|
 +
|+
 +
|-
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_8935_FIG11(A).jpg|450x450px]]
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_3548_FIG11(B).jpg|322x322px]]
 +
|-
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Lower chord
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Comparison curve of actual monitoring data and simulated data at YBA-09 monitoring point
 +
|}
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 11'''.  Strain of lower chord
 +
|}
  
 
==== 4.3.3 web bar force analysis ====
 
==== 4.3.3 web bar force analysis ====
The comparison curve between the actual monitoring data and the simulated data for the web YBA-10 monitoring point is shown in Figure 12. As can be seen from Figure 12, during the reinforcement tying stage, unlike the situation of the upper and lower chords, the simulated data of the bar strain still increases gradually at a slow rate, while the actual measured data will have a tensile and compressive transformation, considering that the reason is that during the actual construction process, the reinforcement loads are not actually tied evenly according to the theoretical situation, resulting in positive and negative fluctuations of the web strain caused by the unilateral force on the bracket, but the overall tendency is still consistent with the simulated convergence, and both strains are smaller at this stage. The final strain variables are small, and as the construction phase reaches the concrete pouring phase, the main construction loads increase at a faster rate, and both strain variables increase significantly, with the same trend of strain convergence between the two. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -4.974με, accounting for 7.96% of the total strain, while the maximum strain in the simulated data was -12.65με, accounting for 13.61% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -62.495με and the maximum strain in the simulated data was -91.602με, both of which were less than the theoretical maximum strain of -248με in the bars.
 
  
[[File:Draft_房_828988194_3414_图片18.png|440x440px]]
+
The comparison curve between the actual monitoring data and the simulated data for the monitoring point YBA-10 at the web is shown in [[#img-12|Figure 12]]. As can be seen from [[#img-10|Figure 10]], during the reinforcement tying stage, unlike the situations of the upper and lower chords, the simulated data of the member strain still increased gradually at a slow rate, while the actual measured data had a tensile and compressive transformation. The reason was that during the actual construction process, the reinforcement loads were not actually tied evenly as in the ideal situation, resulting in positive and negative fluctuations of the web strain caused by the single-sided force loading on the assembly support. But the overall tendency was still consistent with the simulated result, and both strains were smaller at this stage. The final strain variables were small, and as the construction phase reached the concrete pouring phase, the main construction loads increased at a faster rate, and both strain variables increased significantly, with the trends of strain convergence in both the same. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -4.974<math>\mu\varepsilon</math>, accounting for 7.96% of the total strain, while that in the simulated data was -12.65<math>\mu\varepsilon</math>, accounting for 13.61% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -62.495<math>\mu\varepsilon</math> and that in the simulated data was -91.602<math>\mu\varepsilon</math>, both of which were less than the theoretical maximum strain of -248<math>\mu\varepsilon</math> in the members.
[[File:Draft_房_828988194_6990_图片19.png|300x300px]]
+
  
(a) web bar                                             (b)Comparison curve of actual monitoring data and simulated data at YBA-10 monitoring point
+
<div id='img-12'></div>
 
+
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
'''Fig. 12''' Strain of web bar
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|-style="background:white;"
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|align="center" |
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{|
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|+
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|-
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|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_2585_FIG12(A).jpg|450x450px]]
 +
|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_7951_FIG12(B).jpg|322x322px]]
 +
|-
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Web bar
 +
|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Comparison curve of actual monitoring data and simulated data at YBA-10 monitoring point
 +
|}
 +
|-
 +
| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 12'''.  Strain of web bar
 +
|}
  
 
==== 4.3.4 Column bars rod force analysis ====
 
==== 4.3.4 Column bars rod force analysis ====
The column bar, as the main load-bearing structure of the overall support, has the largest dimensions and a clear strain trend. The actual monitoring data of the column bar YBA-15 monitoring point compared with the simulated data curve is shown in Figure 13. As can be seen from Figure 13, during the reinforcement tying phase, as in the case of the web pole, the simulated strain data of the pole still increases gradually at a slow rate, while the actual measured data will have a tensile and compressive transformation, considering the same reasons as the web pole, but the overall tendency is still consistent with the simulated convergence, and the final strain variables are smaller at this stage, and as the construction phase reaches the concrete pouring phase, the main construction load increases at a faster rate, and both strain variables increase significantly Unlike the other bars, the growth curve of the concrete casting section of the column bar is smooth until the maximum strain is reached, and the trend of strain convergence is the same for both. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -18.745με, accounting for 9.3% of the total strain, while the maximum strain in the simulated data was -39.995με, accounting for 18.92% of the total strain. During the concrete placement phase, the maximum strain of the actual monitoring data was -198.569με and the maximum strain of the simulated data was -211.359με, with an error of 6.05%, both of which were less than the theoretical maximum strain of -319με for the bars.
 
  
[[File:Draft_房_828988194_5421_图片20.png|440x440px]]
+
The column member, as the main load-bearing structure of the assembly support, has the largest dimensions and a clear strain trend. The comparison between the actual monitoring data from the monitoring point YBA-15 at the column member and the simulated data curve is shown in [[#img-13|Figure 13]]. As can be seen from [[#img-11|Figure 11]], during the reinforcement tying phase, as in the case of the web member, the simulated strain data of the member still increased gradually at a slow rate, while the actual measured data had a tensile and compressive transformation. The reasons was assumed to be the same as in the web member, and the overall tendency is still consistent with the simulated result. The final strain variables were smaller at this stage, and as the construction phase reached the concrete pouring phase, the main construction load increased at a faster rate, and both strain variables increased significantly. Unlike in the other members, the growth curve of the concrete casting section of the column member kept smooth and steady until the maximum strain was reached, and the trends of strain convergence in both were the same. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -18.745με, accounting for 9.3% of the total strain, while the maximum strain in the simulated data was -39.995με, accounting for 18.92% of the total strain. During the concrete placement phase, the maximum strain of the actual monitoring data was -198.569με and the maximum strain of the simulated data was -211.359με, with an error of 6.05%. Both were less than the theoretical maximum strain of -319με for the members.
[[File:Draft_房_828988194_1788_图片21.png|300x300px]]
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 +
<div id='img-13'></div>
 +
{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 +
|-style="background:white;"
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|align="center" |
 +
{|
 +
|+
 +
|-
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|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_9970_FIG13(A).jpg|450x450px]]  
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|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_1700_FIG13(B).jpg|322x322px]]
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|-
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Column members
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|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Comparison curve of actual monitoring data and simulated data at YBA-15 monitoring point
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|}
 +
|-
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| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 13'''.  Strain of column pole
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|}
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 +
 
 +
The above analysis shows that the simulated strains of the model are consistent with the actual strains, but the actual monitoring situation was influenced by many factors at the site (construction conditions, construction sequence, construction equipment, etc.), and the actual strains may fluctuate significantly, but the overall trend is relatively stable. Compared to the simulated strain, the actual maximum strain is small, not exceeding 62.24% of the theoretical maximum strain of the member, while the simulated data does not exceed 66.26% of the theoretical maximum strain of the member. In the simulation modeling, the spatial connection mode of the assembly support was not taken into consideration. The spatial structure of the assembly support was simplified as two independent plane supporting frames. And the construction load was viewed as distributed load, with each plane supporting frame bearing 1/2 of the load. While in the actual construction situation, The special connection between the two frames and their hoop joints with the pier columns below lead to the decrease of the member strain, much less than the theoretical maximum strain, so there is still more space to reach the ultimate yield strength of the member itself, and no instability is generated. Therefore, the safety of the assembly support in actual construction is guaranteed, and the utilization rate of the member is low, and the member can be optimized.
  
(a) Column bars                      (b)Comparison curve of actual monitoring data and simulated data at YBA-15 monitoring point
+
== 5. Conclusions ==
  
'''Fig. 13''' Strain of column pole
+
This study combines engineering examples to investigate the assembly support for a large cantilever poststressed cover beam in the Pengbu Interchange Reconstruction Project in Hangzhou, using a combination of real-time monitoring of actual construction and finite element analysis of the simulation modeling, resulting in the following conclusions:
  
The above analysis shows that overall the simulated strains of the model are consistent with the actual strains, but the actual monitoring situation is influenced by many factors at the site (construction conditions, construction sequence, construction equipment, etc.), and the actual strains may fluctuate significantly, but the overall trend is relatively stable. Compared to the simulated strain, the actual maximum strain is small, not exceeding 62.24% of the theoretical maximum strain of the pole, while the simulated data does not exceed 66.26% of the theoretical maximum strain of the pole. During the simulation and actual construction, the spatial connection of the bracket itself and the stable spatial structure system formed by the bracket and the support make the strain of the bracket decrease, much less than the theoretical maximum strain, and there is still more space to reach the ultimate yield strength of the rod itself, and no instability is generated, so the safety of the bracket in actual construction is guaranteed, and the utilization rate of the rod is lower, and the bracket can be optimized. The structure and member form can be optimized.
+
(1) Based on the clear process of the real-time monitoring in a closed-loop chain and the information changes in the support frames during the whole construction process, the three-stage warning mechanism on the construction process ensured the safety of the support frames during the whole construction, and confirmed the safety of such assembly support for the large cantilever poststressed cover beam. And this can provide reference for such monitoring projects.
  
== 5. Conclusion ==
+
(2) The strains of the support frames during the whole-process construction were monitored and the whole-process strain trend diagram was derived. The analysis of the whole-process strain trend enables a clear view of the changing trend of the strains within the support frames in different phases of the process, and it was proposed that the best time for the flow of the frames is when the stress ratio was reduced to 10% on the basis of the calculation of the stress ratio of each member. This provides a theoretical basis for the future use of such assembled frames.
This study combines engineering examples to investigate a class of large cantilever prestressed cover beam assembly brackets in the Pengbu Interchange Reconstruction Project in Hangzhou, using a combination of real-time monitoring of actual construction and finite element analysis for monitoring and simulation analysis, resulting in the following conclusions.
+
  
(1) The use of real-time monitoring means, clear monitoring process, closed-loop monitoring chain, real-time monitoring of information changes in the support frame during the overall construction process, through the three-stage warning mechanism, the construction process to play a warning role to ensure the safety of the support frame during the whole construction, so that the cover beam construction process is steadily progressing, confirmed the safety of such large cantilever prestressed cover beam assembly support frame, monitoring system process and monitoring scheme can provide reference for such monitoring projects.
+
(3) By comparing the finite element simulation data with the actual monitoring data analysis, the actual strain was overall smaller than the simulated strain, and the member utilization rate of the assembly support is low. The study provides reference for the optimization of the member as well as the structural system of such assembled support frames in the future. The further analysis of the future unloading process during concrete hardening and the study on reasonable flow timing will provide reference for the study of the dismantling sequence of the frame during flow.
  
(2) The strains of the braces during the whole-process construction were monitored and analyzed to summarize the whole-process strain trend diagram. The analysis of the whole-process strain trend enables a clear view of the changing trend of the strains within the braces under different processes, puts forward the stress ratio of each bar, and proposes that the best time for the flow of the braces is when the stress ratio is reduced to 10%, providing a theoretical basis for the future use of such assembled braces.
+
== References==
  
(3) By comparing the finite element simulation data with the actual monitoring data analysis, the actual strain is overall smaller than the simulated strain, and the rod utilization rate of the overall support frame is low, which provides reference for the optimization of the rod as well as the structural system of such assembled support frames in the future, provides reference for the analysis of the unloading process of the interaction between concrete hardening and bracing and gives a more reasonable flow timing, and provides reference for the study of the dismantling sequence of the frame during flow.
+
<div class="auto" style="text-align: left;width: auto; margin-left: auto; margin-right: auto;font-size: 85%;">
  
== References<!--[1] Author, A. and Author, B. (Year) Title of the article. Title of the Publication. Article code. Available: http://www.scipedia.com/ucode.  [2] Author, A. and Author, B. (Year) Title of the article. Title of the Publication. Volume number, first page-last page.  [3] Author, C. (Year). Title of work: Subtitle (edition.). Volume(s). Place of publication: Publisher.  [4] Author of Part, D. (Year). Title of chapter or part. In A. Editor & B. Editor (Eds.), Title: Subtitle of book (edition, inclusive page numbers). Place of publication: Publisher.  [5] Author, E. (Year, Month date). Title of the article. In A. Editor, B. Editor, and C. Editor. Title of published proceedings. Paper presented at title of conference, Volume number, first page-last page. Place of publication.  [6] Institution or author. Title of the document. Year. [Online] (Date consulted: day, month and year). Available: http://www.scipedia.com/document.pdf.  --> ==
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Latest revision as of 10:07, 6 July 2023

Abstract

The study on the assembly support for the large cantilevered cover beam was carried out by conducting real-time monitoring on the assembly frames’ strain and displacement development processes in the actual project. Modeling of the support and numerical simulation for actual working conditions were presented. The monitoring data and analysis results show that the overall stress ratio of the support was less than 30%. And as the concrete structure being supported hardened, the support frame was unloaded. When the stress ratio was then reduced to less than 10%, it was the most appropriate time to remove the bracing frame. The maximum strain from the simulation did not exceed 66.26% of the theoretical maximum strain of the rod. The actual construction conditions and the spatial form of the support affected the force situation, resulting in the deviation from the theoretical maximum strain at certain phases. The analysis results and trends reflect the low utilization rate of such framing rods. The results of the study can be used as a reference for the topology optimization of assembled support frames for large cantilevered cover beams.

Keywords: Large cantilever fabricated support, real time monitoring and early warning, simulation analysis, stress ratio utility analysis

1. Introduction

In the urban overpass system, it is common to see the existence of large cantilever poststressed cover beams for their overwhelming characteristics, such as long span, compactness, small footprint, openness to traffic and high rate of space utilization. Both local and oversea scholars have done in-depth studies on the full framing scaffolding due to its extensive use and the comprehensive construction technique [1-6]. With the development of industry, the demand for shortening construction time is increasing rapidly,as the traditional full framing scaffolding needs too much time and experienced workers to set up. Thus the large cantilever assembly support frame which will largely reduce the time and the flow period has become a better choice. With the open passages under, the influence on the local traffic can be minimized in the construction process. But so far, the focus in the previous researches about collapsible support frames has been more laid on the construction technology or shape design of frames, and less on the stress analysis of the support of the large cantilever cover beam. There are also researches simulating the loading conditions of some special form frames by the finite element analysis method, while less data in the actual construction process is available [7-11]. Moreover, there are researches on frame monitoring targeted for a particular construction case but not yet the study on real-time and full-range process monitoring [12-16].

This essay is based on the Hangzhou Pengbu Interchange Reconstruction Project. It focuses on the real-time information monitoring of the collapsible support frame for the large cantilever cover beam. In order to generate a comprehensive monitoring plan, the high-frequency acquisition instrument was used to monitor the whole actual process of construction all day in real-time. Through data analysis on the change of force in the different construction phases, this essay confirms the reliability of the support frame and proposes reference for its optimal flow. Furthermore, based on the results from the finite element simulation and monitoring data, the essay analysed about the main factors that may affect the stress conditions of the frame during the construction process. It provides technical support for safe construction and a basis for the broad application of this kind of support frame.

2. Project profile

The Hangzhou Pengbu Interchange Bridge Reconstruction Project is a reconstruction project at its original site. The total length of the route is around 1.73m. And the main highway is 1.49 km long. The bridge has a full width of 25.1m and a maximum span of 56m.The cover beam construction along the main line could be considered as relatively risky. There are three main structure types: T-type, M-type, and F-type, among which the 30 T-type structures constitute the majority, with each has a size of 25.11m3.0m2.4m. And the cantilever cover beam intrudes into the municipal road space beyond the range of construction project. So considering the enormous traffic flow timing, the full framing scaffolding is not feasible at the position. However, in the proposed construction the pier columns are not circular-shaped. This means greater complexity, higher cost and risk due to the uneven loading in all directions when the hoop construction method is applied. Thus, the new large cantilever assembly support is adopted for the project. This essay mainly focuses on the monitoring and analysis of such assembly support for the above-mentioned T-shaped cover beam in the project.

This kind of support system mainly contains foundation, steel columns, horizontal support, unloading sandboxes, beams and scissors support. Steel components are mainly made of Q235 steel. The support rods are all standard H-shaped steel. The upper chord is 588300 H-type steel, the lower chord is 440300 H-type steel, the connecting rod is 250×250 H-type steel, and the vertical foundation supporting member is 594302 H-type steel. For more information, the foundation is connected to the column by anchor bolts of embedded parts. The middle column is connected to the C30 concrete foundation and embedded parts of the cap platform by anchor bolts, and the unloading sandbox is set between the steel columns and the beams for force transmission and unloading. The specific structure of the support is shown in Figure 1.

Review 810747395455 5123 fig1(a).png Review 810747395455 7074 fig1(b).png
(a) Support space structure (b) Planar structure of support
Figure 1. Support structure

3. Construction monitoring and actual data analysis

3.1 Construction monitoring and forewarning

During this strain monitoring test, the monitoring positions were chosen in line with the structure position classification and the theoretical stress of the frame member. The strain monitoring was performed by using JDEBJ vibrating chord surface strain gauge, the data of which was then uploaded to the monitoring cloud through a HC-M610/4/8 wireless data acquisition instrument (Figure 2).

Draft 房 828988194 3836 图片1.jpg Draft 房 828988194 8832 图片2.png Draft 房 828988194 4529 图片3.png
(a) Non-contact flexure tester (b) Double-axis digital inclinometer (c) Vibrating chord surface
Figure 2. Monitoring instruments


The network monitoring platform is shown in Figure 3.  

It allows 24 hours uninterrupted data collection to ensure the implementation of data transmission, and it indicates timely strain situation to ensure the real-time safety of the support construction. Moreover, the IICC-NDM non-contact disturbance detector was used for displacement monitoring, and HC-B300 Double-axis digital inclinometer was used to monitor the tilt condition of the supporting frame. 

Draft 房 828988194 1495 图片4.png
Figure 3. Network monitoring platform


The specific monitoring position is shown in Figure 4. There were 30 strain monitoring stations (to monitor the safety state of some key rods under construction load two strain gauges were placed at the i-steel web and flange respectively); 6 displacement monitoring points (three deflection detectors are fixed to identify the relative positions between the monitoring positions and the measurement instruments, then to determine the displacement deformation of the supporting frame, with each instrument used to detect two displacement points); and one inclination monitoring point (placed on the central column).

Review 810747395455 8720 fig4(a).jpg Review 810747395455 3565 fig4(b).jpg
(a) Product A supports     (b) Product B supports    
Figure 4. Layout of monitoring positions of product A and product B supports


The monitoring and early warning process is shown in Figure 5. With the construction data, the theoretical maximum strain and maximum displacement of each rod of the construction support were calculated according to the theoretical maximum construction load. The monitoring scheme (monitoring points and instruments) was determined, with the three-level warning values set, and the actual data of the support during the construction process monitored and collected throughout the day. Being under real-time monitoring, once there was a dangerous situation, the system could immediately give feedback to the construction site, adjust the construction, and then ensure construction safety, forming a closed-loop construction-monitoring chain.

Draft 房 828988194 5121 图片6.png
Figure 5. Monitoring and early warning flowchart


During the construction period, in order to provide early warning for the actual construction, according to the design cover beam construction load (the construction load 5 KN/m2, the formwork load 2 KN/m2, the concrete load 26 KN/m2), it was considered that the support frames should all be warned within the yield load, so the theoretical maximum strain situation of the frame was calculated by the elastic theoretical calculation values of the rods (through the upper beryl beam of the support, the maximum theoretical load was evenly distributed to the two independent parallel frames), and the theoretical maximum displacement values resulting from the larger displacement positions were calculated. After taking into account the material yield strength of each member in comparison with the instability strength of the space structure, each strength meeting the requirements, a three-level warning system was proposed to guide the construction on site respectively in accordance with 110%, 120% and 130% of the theoretical maximum strain. The strain warning values of each measurement point are shown in Table 1.


Table 1. Early warning values of strain at each measuring point (strain unit: )
Number Level 1 Level 2 Level 3 Number Level 1 Level 2 Level 3
YBA-03 915 998 1043 YBB-04 550 600 651
YBA-04D 768 845 922 YBB-05U 723 789 855
YBA-04M 768 845 922 YBB-05M 723 789 855
YBA-05 915 998 1043 YBB-06U 915 998 1043
YBA-08 550 600 651 YBB-06M 915 998 1043
YBA-09 723 789 855 YBB-11R 351 383 414
YBA-10 273 298 322 YBB-11M 351 383 414
YBA-11 620 676 732 YBB-07U 723 789 855
YBA-13 723 789 855 YBB-07M 723 789 855
YBA-14 550 600 651 YBB-08 273 298 322
YBA-12 273 298 322 YBB-09 620 676 732
YBA-16 351 383 414 YBB-10 723 789 855
YBA-15 351 383 414 YBB-12 351 383 414
YBA-02 239 261 283 YBB-13R 351 383 414
YBA-06 239 261 283 YBB-13L 351 383 414


3.2 Analysis of monitoring data

Throughout the monitoring of the whole construction process, the displacement and inclination of the actual frames were small and almost unchanged, so the main analysis was on the strain. The force transmission form on the support was similar to that of a truss structure, with two main types of the members of the support, respectively transmitting the compression force and tension force (the OA section is the reinforcement tying stage, the AB section is the concrete pouring stage, the BC section is the initial concrete setting stage and the CD section is the first tension stage of post-stressing). The full process strain trends for the two types of stressed members are shown in Figure 6.

Review 810747395455 9935 fig6(a).jpg Review 810747395455 9792 fig6(b).jpg
(a) Tensile components (b) Compressed components
Figure 6. Strain trend diagram of two kinds of stressed rods in the whole process


The strain trends in the whole process and the comparison with the strain data at the monitoring points show that the strain trends are the same during the whole construction process, i.e. reinforcement tying and formwork installation - concrete placement - initial concrete setting stage - primary post-stressing tensioning.

From the strain trend diagram of the whole process, we can learn that during the stage of reinforcement tying and formwork installation, as the load of the upper cover beam reinforcement and formwork slowly increased, the strain of each member of the lower support frame slowly increased as well. Although the theoretical construction load accounted for 20% of the overall load, the actual strain of the support frames was only 10% to 15% of the maximum strain. The concrete was poured after the installation of the formwork. And as the concrete was the main load of the whole cantilever cover beam, and the loading increased at a high speed, the overall strain of the lower support frames rose sharply with the pouring of concrete to the strain maximum, 289.54 . But it was still within the safe range, and there was still a large gap from the theoretical strain, accounting for only 40.03% of the theoretical value. The member reaching 73.01% of the theoretical strain was the one reaching the closest.

Entering the initial concrete setting stage, the overall cover beam stiffness gradually increased due to the internal hydration of the concrete, and the load on the support was continuously released, so the stress on each member was continuously reduced, that is, the strain variables slowly fell down and dropped to 60%~75% of the maximum strain. During the stage of the primary post-stressing tensioning of the cover beam, with the post-stressing members arranged on the self-weighted tensioned side of the cover beam, and further increasing the stiffness of the cover beam, its capacity to withstand the overall self-weight was promoted as a result, and the strain continued to decrease till it reached its lowest point, approximately 50% of the maximum strain.

It can be seen that the release of the stress in the assembly support was closely linked to the continuous improvement in the stiffness of the upper cover beam. As the process continues, in the increased load section, the strain in the support frame increased with the overall load, but the actual strain, which has a large gap from the theoretical strain, basically did not exceed 75% of the theoretical maximum strain. According to the changes in the strain variables of each member, the internal stresses can be calculated, as the size of each member type was different, so the ultimate yield stress was also different 6.84%. The maximum strain and stress ratio at each measurement point are shown in Table 2. This shows that the frame member utilization was very low and the member strain surplus was still large.


Table 2. Maximum stress variable and stress ratio of each measuring point
Measurement point number Stage maximum change
strain variable ()
Stress ratio
(%)
YBA-04D 144.629 13.86
YBA-04M 163.48 15.66
YBB-06U 147.333 14.12
YBB-06M 115.837 11.10
YBA-09 -289.452 28.24
YBB-04 -241.991 23.50
YBB-07U -105.09 10.25
YBB-07M -227.754 22.22
YBA-10 -70.071 6.84
YBA-12 -199.335 19.46
YBA-15 -211.932 20.96
YBB-11R -127.36 12.60
YBB-11M -152.01 15.04
YBB-12 -97.025 9.60


When the concrete pouring of the upper cover beam was completed and hardening, the support was unloaded, causing the stress strain of the support to decrease. By monitoring the construction process, 10-12 days after the hardening, i.e. 15-17 days after the start of the cover beam construction (during which the first tension stage of post stressing was completed), the support strain reached a minimum of no more than 10% of the ultimate yield strain of the member, and the support was removed at this stage, which not only ensured the quality of the cover beam construction, but also improved the flow of the support and shortened the period for the bridge construction.

The monitoring data shows that the support frames are safe in practice, the actual strain is still far from the ultimate yield strength of each member, and the use of such assembled support can effectively improve the construction period of the cover beam, but the actual utilisation of each member of the support is low.

By analyzing the overall structure of the support frame, it can be found that this type of support is not a separate plane load-bearing system, but a space structure system that connects the two frames stably through transverse scissor bracing and connecting members, closely combining with the pier column below the cover beam which largely shares the bearing load, it ensures that the support frame bears a smaller load during the construction of the cover beam, thus the theoretical maximum strain of the support frame is greater than the actual strain. The finite element analysis of the spatial structure of the support was then used to verify the efficiency of each member of the frame, and will provide the theory basis for unloading mechanism of frame interaction during the concrete hardening.

4. Finite element simulation analysis

4.1 Theoretical modelling

According to the actual construction situation, member type, member size and connection form and other actual frame parameters, using the sap2000 finite element analysis software, the assembly support model was established to study the stress changes in the support frame under the theoretical construction load for each working condition and to verify the utilisation of the support frame. The assembly support frame is composed of the following  3 categories of members: upper chord members (the part where the load is placed, 588300 H-beam), lower chord members (440300 H-beam), web members (250250 H-beam) and column members (594302 H-beam). In the process of modeling, beam units were used for all types of members, with each upper chord member divided into 9 units, each web member into 16 units, each lower chord member into 3 units and each column member into 3 units. As the actual construction of each member is connected by multiple rows of high strength bolts, rigid nodes were used in the model to ensure the transfer of bending moment. The actual support at the bottom of the member is a high-strength bolt connected to the concrete pier column pre-built, so the fixed support was used. The three-dimensional calculation model is shown in Figure 7.

Draft 房 828988194 9462 图片9.png
Figure 7. 3D Calculation mode


In the actual construction process, as the actual load of the cover beam was transferred to the main support through the upper berth and distribution beams of the support, all the theoretical loads were converted into linear loads and applied to the two main supporting frames respectively. Among them, the construction load, including manual movement, equipment placement, etc., was 11.5KN/m, the formwork load was 2.6KN/m, and the main load of the cover beam, including the theoretical weight of the concrete and the theoretical weight of the reinforcement, was 118.3KN/m. In the construction of the cover beam, the reinforcement tying stage was carried out in a homogeneous pattern, so in the modeling, the distributed loads were applied to the top chord in batches. The main load is the weight of the concrete, and the actual concrete pouring phase was divided into four stages for the safety of the construction: 1/2 weight pour from the middle to the south end; 1/2 weight pour from the middle to the north end; the other 1/2 weight pour from the middle to the south end; the other 1/2 weight pour from the middle to the north end. Therefore, when analyzing the forces at this stage in the finite element simulation, the loads were also applied according to the four stages. The stress and displacement clouds of the assembly support are shown in Figure 8.

Draft 房 828988194 8150 图片10.png Draft 房 828988194 5736 图片11.png
(a) Stress clouds (unit:MPa) (b) Displacement clouds (unit:mm)
Figure 8. Support nephogram


4.2 Model validation

In order to verify the reasonableness of the model, the simulated data of the two types of stressed members of the assembly support were derived and compared with the data from the actual monitoring process. The strain change process of the members is shown in Figure 9. As can be seen from Figure 7, although the simulated curve and the measured curve are different in some positions, the overall deformation development trend between the measured and simulated curves is relatively close, taking into account the actual co nstruction influence and the sensitivity of the monitoring instruments, so the model is reasonable.

Review 810747395455 6190 FIG9(A).jpg Review 810747395455 1998 FIG9(B).jpg
(a) Diagram of trends in tensioned components (b) Diagram of trends in pressurized components
Figure 9. Strain change process

4.3 Analysis of calculation results

Monitoring points with continuous strain trends and low fluctuations in the measured data were selected for analysis and comparison among the various types of members in the assembly support.

4.3.1 Upper chord rod force analysis

The comparison between the actual data from the monitoring point YBB-06U at the upper chord member and  the simulated data is shown in Figure 8. As can be seen from Figure 10 , during the reinforcement tying stage, the simulated and measured strain data of the members increased gradually at a slow rate, but the strain variables in both were small. During the reinforcement tying stage, the maximum strain in the actual monitoring data was 11.653, accounting for 8.98% of the total strain, while the maximum strain in the simulated data was 42.961, accounting for 7.66% of the total strain, and the two were relatively close to each other in terms of their proportions in the total strain. During the concrete casting stage, the maximum strain in the actual monitoring data was 129.807 and the maximum strain in the simulated data was 560.582. Due to the actual construction conditions and the influence of the structure of the support (the fluid state of the concrete and the single-side force loading on the space structure of the support), both strains showed a trend of a slow fall after a sudden rise, followed by another sudden rise, and the maximum strains in both were less than the theoretical maximum strain of 831 for the single-sided force on the member.

Review 810747395455 2056 图片2.jpg Review 810747395455 3403 图片3.jpg
(a) Upper chord (b) Comparison curve of actual monitoring data and simulated data at YBB-06U monitoring point
Figure 10. Strain of upper chord

4.3.2 Lower chord force analysis

The comparison between the actual monitoring data from the monitoring point YBA-09 at the lower chord and the simulated data curve is shown in Figure 11 . As can be seen from Figure 9, during the reinforcement tying stage, as in the case of the upper chord, both the simulated and measured strain data of the members gradually increased at a slow rate, but the strain variables in both were both small, and as the construction stage reached the concrete pouring stage, the main construction load increased at a faster rate, the strain variables in both increased significantly, and the strain variables in both were very close to each other, and the strain convergence trend in both were more consistent. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -33.479, accounting for 12.24% of the total strain, and the maximum strain in the simulated data was -33.655, accounting for 7.74% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -273.435 and the maximum strain in the simulated data was -435.145, both maximum strains were less than the theoretical maximum strain of -657 in the members.

Review 810747395455 8935 FIG11(A).jpg Review 810747395455 3548 FIG11(B).jpg
(a) Lower chord (b) Comparison curve of actual monitoring data and simulated data at YBA-09 monitoring point
Figure 11. Strain of lower chord

4.3.3 web bar force analysis

The comparison curve between the actual monitoring data and the simulated data for the monitoring point YBA-10 at the web is shown in Figure 12. As can be seen from Figure 10, during the reinforcement tying stage, unlike the situations of the upper and lower chords, the simulated data of the member strain still increased gradually at a slow rate, while the actual measured data had a tensile and compressive transformation. The reason was that during the actual construction process, the reinforcement loads were not actually tied evenly as in the ideal situation, resulting in positive and negative fluctuations of the web strain caused by the single-sided force loading on the assembly support. But the overall tendency was still consistent with the simulated result, and both strains were smaller at this stage. The final strain variables were small, and as the construction phase reached the concrete pouring phase, the main construction loads increased at a faster rate, and both strain variables increased significantly, with the trends of strain convergence in both the same. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -4.974, accounting for 7.96% of the total strain, while that in the simulated data was -12.65, accounting for 13.61% of the total strain. During the concrete placement phase, the maximum strain in the actual monitoring data was -62.495 and that in the simulated data was -91.602, both of which were less than the theoretical maximum strain of -248 in the members.

Review 810747395455 2585 FIG12(A).jpg Review 810747395455 7951 FIG12(B).jpg
(a) Web bar (b) Comparison curve of actual monitoring data and simulated data at YBA-10 monitoring point
Figure 12. Strain of web bar

4.3.4 Column bars rod force analysis

The column member, as the main load-bearing structure of the assembly support, has the largest dimensions and a clear strain trend. The comparison between the actual monitoring data from the monitoring point YBA-15 at the column member and the simulated data curve is shown in Figure 13. As can be seen from Figure 11, during the reinforcement tying phase, as in the case of the web member, the simulated strain data of the member still increased gradually at a slow rate, while the actual measured data had a tensile and compressive transformation. The reasons was assumed to be the same as in the web member, and the overall tendency is still consistent with the simulated result. The final strain variables were smaller at this stage, and as the construction phase reached the concrete pouring phase, the main construction load increased at a faster rate, and both strain variables increased significantly. Unlike in the other members, the growth curve of the concrete casting section of the column member kept smooth and steady until the maximum strain was reached, and the trends of strain convergence in both were the same. During the reinforcement tying stage, the maximum strain in the actual monitoring data was -18.745με, accounting for 9.3% of the total strain, while the maximum strain in the simulated data was -39.995με, accounting for 18.92% of the total strain. During the concrete placement phase, the maximum strain of the actual monitoring data was -198.569με and the maximum strain of the simulated data was -211.359με, with an error of 6.05%. Both were less than the theoretical maximum strain of -319με for the members.

Review 810747395455 9970 FIG13(A).jpg Review 810747395455 1700 FIG13(B).jpg
(a) Column members (b) Comparison curve of actual monitoring data and simulated data at YBA-15 monitoring point
Figure 13. Strain of column pole


The above analysis shows that the simulated strains of the model are consistent with the actual strains, but the actual monitoring situation was influenced by many factors at the site (construction conditions, construction sequence, construction equipment, etc.), and the actual strains may fluctuate significantly, but the overall trend is relatively stable. Compared to the simulated strain, the actual maximum strain is small, not exceeding 62.24% of the theoretical maximum strain of the member, while the simulated data does not exceed 66.26% of the theoretical maximum strain of the member. In the simulation modeling, the spatial connection mode of the assembly support was not taken into consideration. The spatial structure of the assembly support was simplified as two independent plane supporting frames. And the construction load was viewed as distributed load, with each plane supporting frame bearing 1/2 of the load. While in the actual construction situation, The special connection between the two frames and their hoop joints with the pier columns below lead to the decrease of the member strain, much less than the theoretical maximum strain, so there is still more space to reach the ultimate yield strength of the member itself, and no instability is generated. Therefore, the safety of the assembly support in actual construction is guaranteed, and the utilization rate of the member is low, and the member can be optimized.

5. Conclusions

This study combines engineering examples to investigate the assembly support for a large cantilever poststressed cover beam in the Pengbu Interchange Reconstruction Project in Hangzhou, using a combination of real-time monitoring of actual construction and finite element analysis of the simulation modeling, resulting in the following conclusions:

(1) Based on the clear process of the real-time monitoring in a closed-loop chain and the information changes in the support frames during the whole construction process, the three-stage warning mechanism on the construction process ensured the safety of the support frames during the whole construction, and confirmed the safety of such assembly support for the large cantilever poststressed cover beam. And this can provide reference for such monitoring projects.

(2) The strains of the support frames during the whole-process construction were monitored and the whole-process strain trend diagram was derived. The analysis of the whole-process strain trend enables a clear view of the changing trend of the strains within the support frames in different phases of the process, and it was proposed that the best time for the flow of the frames is when the stress ratio was reduced to 10% on the basis of the calculation of the stress ratio of each member. This provides a theoretical basis for the future use of such assembled frames.

(3) By comparing the finite element simulation data with the actual monitoring data analysis, the actual strain was overall smaller than the simulated strain, and the member utilization rate of the assembly support is low. The study provides reference for the optimization of the member as well as the structural system of such assembled support frames in the future. The further analysis of the future unloading process during concrete hardening and the study on reasonable flow timing will provide reference for the study of the dismantling sequence of the frame during flow.

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Document information

Published on 12/01/23
Accepted on 26/12/22
Submitted on 24/09/22

Volume 39, Issue 1, 2023
DOI: 10.23967/j.rimni.2023.01.001
Licence: CC BY-NC-SA license

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