Han 2022a - Revision history

Move page script: Move page script moved page HAN 曲 2022a to Han 2022a

2023-07-06T09:07:52Z

Move page script moved page HAN 曲 2022a to Han 2022a

Rimni at 11:18, 19 January 2023

2023-01-19T11:18:43Z

Rimni at 11:15, 19 January 2023

2023-01-19T11:15:39Z

Rimni: /* 2. Project profile */

2023-01-19T11:12:41Z

‎2. Project profile

Rimni at 10:53, 19 January 2023

2023-01-19T10:53:26Z

Show changes

Rimni: /* 3.2 Analysis of monitoring data */

2023-01-19T10:41:45Z

‎3.2 Analysis of monitoring data

Rimni: /* 3.1 Construction monitoring and forewarning */

2023-01-19T10:39:12Z

‎3.1 Construction monitoring and forewarning

Rimni at 10:12, 19 January 2023

2023-01-19T10:12:08Z

Rimni: /* 2. Project profile */

2023-01-19T10:10:22Z

‎2. Project profile

Rimni: /* References */

2023-01-03T12:11:33Z

‎References

@@ Line 104: / Line 104: @@
 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]].
 <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>
@@ Line 247: / Line 248: @@
 |414
 |}
 === 3.2 Analysis of monitoring data ===
@@ Line 277: / Line 279: @@
 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.
 <div class="center" style="font-size: 85%;">'''Table 2'''. Maximum stress variable and stress ratio of each measuring point</div>
@@ Line 341: / Line 344: @@
 |9.60
 |}

@@ Line 54: / Line 54: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 2'''. Monitoring instruments
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 2'''. Monitoring instruments
 |}
@@ Line 67: / Line 67: @@
 |style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_1495_图片4.png|1084x1084px]]
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 3'''. Network monitoring platform
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 3'''. Network monitoring platform
 |}
@@ Line 88: / Line 88: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 4'''. Layout of monitoring positions of product A and product B supports
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 4'''. Layout of monitoring positions of product A and product B supports
 |}
@@ Line 99: / Line 99: @@
 |style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_5121_图片6.png|650px]]
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 5'''. Monitoring and early warning flowchart
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 5'''. Monitoring and early warning flowchart
 |}
@@ Line 105: / Line 105: @@
 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]].
-<div class="center" style="font-size: 75%;">'''Table 1'''. Early warning values of strain at each measuring point (strain unit: <math>\mu\varepsilon</math>)</div>
+<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>
 <div id='tab-1'></div>
@@ Line 266: / Line 266: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 6'''.  Strain trend diagram of two kinds of stressed rods in the whole process
+| 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
 |}
@@ Line 278: / Line 278: @@
 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.
-<div class="center" style="font-size: 75%;">'''Table 2'''. Maximum stress variable and stress ratio of each measuring point</div>
+<div class="center" style="font-size: 85%;">'''Table 2'''. Maximum stress variable and stress ratio of each measuring point</div>
 <div id='tab-1'></div>
@@ Line 359: / Line 359: @@
 |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: 75%;"| '''Figure 7'''. 3D Calculation mode
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 7'''. 3D Calculation mode
 |}
@@ Line 379: / Line 379: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 8'''.  Support nephogram
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 8'''.  Support nephogram
 |}
@@ Line 401: / Line 401: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 9'''. Strain change process
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 9'''. Strain change process
 |}
@@ Line 426: / Line 426: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 10'''.  Strain of upper chord
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 10'''.  Strain of upper chord
 |}
@@ Line 447: / Line 447: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 11'''.  Strain of lower chord
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 11'''.  Strain of lower chord
 |}
@@ Line 465: / Line 465: @@
 |-
 |style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Web bar
-|style="text-align: center;font-size: 75%;padding-bottom:10px;"|Comparison curve of actual monitoring data and simulated data at YBA-10 monitoring point
+|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: 75%;"| '''Figure 12'''.  Strain of web bar
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 12'''.  Strain of web bar
 |}
@@ Line 486: / Line 486: @@
 |-
 |style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Column members
-|style="text-align: center;font-size: 75%;padding-bottom:10px;"|Comparison curve of actual monitoring data and simulated data at YBA-15 monitoring point
+|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
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 13'''.  Strain of column pole
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 13'''.  Strain of column pole
 |}
@@ Line 496: / Line 496: @@
 == 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:

@@ Line 30: / Line 30: @@
 |}
 |-
-| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 1'''. Support structure
+| style="background:#efefef;text-align:left;padding:10px;font-size: 85%;"| '''Figure 1'''. Support structure
 |}

@@ Line 253: / Line 253: @@
 <div id='img-6'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
 |  style="text-align: center;padding:10px;"| [[File:Review_810747395455_9935_fig6(a).jpg|385x385px]]
 |  style="text-align: center;padding:10px;"| [[File:Review_810747395455_9792_fig6(b).jpg|385x385px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Tensile components
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Tensile components
-|  style="text-align: center;font-size: 75%;"|(b) Compressed components
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Compressed components
-|- style="text-align: center; font-size: 75%;"
+|}
-| colspan="2" style="padding:10px;"| '''Figure 6'''.  Strain trend diagram of two kinds of stressed rods in the whole process
+|-
 |}

@@ Line 49: / Line 49: @@
 |  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_4529_图片3.png|250x250px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Non-contact flexure tester
+|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Non-contact flexure tester
-|  style="text-align: center;font-size: 75%;"|(b) Double-axis digital inclinometer
+|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Double-axis digital inclinometer
-|  style="text-align: center;font-size: 75%;"|(c) Vibrating chord surface
+|  style="text-align: center;font-size: 75%;padding-bottom:10px;"|(c) Vibrating chord surface
 |}
 |-
@@ Line 74: / Line 74: @@
 <div id='img-4'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
 |-
 |  style="text-align: center;padding:10px;"|[[File:Review_810747395455_8720_fig4（a）.jpg|386x386px]]
 |  style="text-align: center;padding:10px;"|[[File:Review_810747395455_3565_fig4（b）.jpg|386x386px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Product A supports
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Product A supports
-|  style="text-align: center;font-size: 75%;"|(b) Product B supports
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Product B supports
-|- style="text-align: center; font-size: 75%;"
+|}
-| colspan="2" style="padding:10px;"| '''Figure 4'''. Layout of monitoring positions of product A and product B supports
+|-
 |}
@@ Line 89: / Line 95: @@
 <div id='img-5'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
-|style="padding:10px;"|  [[File:Draft_房_828988194_5121_图片6.png|650px]]
+| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 5'''. Monitoring and early warning flowchart
-|- style="text-align: center; font-size: 75%;"
-| colspan="1" style="padding:10px;"| '''Figure 5'''. Monitoring and early warning flowchart
 |}

← Older revision	Revision as of 09:07, 6 July 2023
(No difference)

@@ Line 39: / Line 39: @@
 <div id='img-2'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
 |  style="text-align: center;padding:10px;"| [[File:Draft_房_828988194_3836_图片1.jpg|250x250px]]
@@ Line 48: / Line 52: @@
 |  style="text-align: center;font-size: 75%;"|(b) Double-axis digital inclinometer
 |  style="text-align: center;font-size: 75%;"|(c) Vibrating chord surface
 |}
 The network monitoring platform is shown in [[#img-3|Figure 3]].
@@ Line 57: / Line 63: @@
 <div id='img-3'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
-|style="padding:10px;"|  [[File:Draft_房_828988194_1495_图片4.png|1084x1084px]]
+| style="background:#efefef;text-align:left;padding:10px;font-size: 75%;"| '''Figure 3'''. Network monitoring platform
-|- style="text-align: center; font-size: 75%;"
-| colspan="1" style="padding:10px;"| '''Figure 3'''. Network monitoring platform
 |}

@@ Line 17: / Line 17: @@
 <div id='img-1'></div>
-{| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;"
+{| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;width:auto;"
 |-
-|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_5123_fig1（a）.png|322x322px]]
+|style="text-align: center;padding:10px;"| [[File:Review_810747395455_5123_fig1（a）.png|322x322px]]
-|  style="text-align: center;padding:10px;"| [[File:Review_810747395455_7074_fig1（b）.png|450x450px]]
+|style="text-align: center;padding:10px;"| [[File:Review_810747395455_7074_fig1（b）.png|450x450px]]
 |-
-|  style="text-align: center;font-size: 75%;"|(a) Support space structure
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(a) Support space structure
-|  style="text-align: center;font-size: 75%;"|(b) Planar structure of support
+|style="text-align: center;font-size: 75%;padding-bottom:10px;"|(b) Planar structure of support
-|- style="text-align: center; font-size: 75%;"
+|}
-| colspan="2" style="padding:10px;"| '''Figure 1'''. Support structure
+|-
 |}

@@ Line 455: / Line 455: @@
 == References==
 [1] Guo Z., Li H., Zhou Y. Research on the application of safety technology for the construction of fastening scaffolding in housing construction. Anhui Arrchitecture, 26(3):41, 2019.
@@ Line 462: / Line 464: @@
 [3] Zhou G., Wan J., You G. et al. Analysis of the construction process of the open and closed roof of Hangzhou Olympic Sports Tennis Center. Space Structure, 27(2):70, 2021.
-[4] Zhang Zichao, Chen Xiangrong, Lin Bing, et al. Study on the stability of axial compression under scaffold riser casing joint. Journal of Building Structures, 43(1):228, 2022.
+[4] Zhang Z., Chen X., Lin B., et al. Study on the stability of axial compression under scaffold riser casing joint. Journal of Building Structures, 43(1):228, 2022.
-[5] Zhang Luying, Liu Changbin, Xu Xiaoming, et al. Finite element analysis of X-pillar and ring-beam fastener-type full-span braced scaffolding for cooling towers. Special Structures, 35(6):21, 2018.
+[5] Zhang L., Liu C., Xu X., et al. Finite element analysis of X-pillar and ring-beam fastener-type full-span braced scaffolding for cooling towers. Special Structures, 35(6):21, 2018.
 [6] Liu F., Li W.J., Xu C.C. Application of coiled buckle scaffolding in the support system of double curved large span cast-in-place box beam. China Building Metal Structure, No. 484(4):59, 2022.
-[7] Wu Xiufeng, Han Jianlin, Zhao Ke. Analysis of mechanical characteristics of cast-in-place large-span retentions of main girders of wide-span cable-stayed bridges. Spatial Structures, 24(2):86, 2018.
+[7] Wu X., Han J., Zhao K. Analysis of mechanical characteristics of cast-in-place large-span retentions of main girders of wide-span cable-stayed bridges. Spatial Structures, 24(2):86, 2018.
-[8] Lin Yuefu. Analysis of the construction process of the main steel structure of Lusail Stadium. Special Structures, 37(4):116, 2020.
+[8] Lin Y.. Analysis of the construction process of the main steel structure of Lusail Stadium. Special Structures, 37(4):116, 2020.
-[9] Wang Jinlong. Technical and safety research of tie rod suspension frame system in assembled buildings. China Building Metal Structure, No. 484(4):26, 2022.
+[9] Wang J. Technical and safety research of tie rod suspension frame system in assembled buildings. China Building Metal Structure, No. 484(4):26, 2022.
-[10] Wang Huake, Tang Xunmeng. Analysis of unloading process of structural support frame of No.2 bridge on Yuhai West Road, Qianwan New Area, Ningbo. China Building Metal Structure, No. 466(10):113, 2020.
+[10] Wang H., Tang X. Analysis of unloading process of structural support frame of No.2 bridge on Yuhai West Road, Qianwan New Area, Ningbo. China Building Metal Structure, No. 466(10):113, 2020.
-[11] Yan Xuechong, Wang Shufeng, Gong Zheng et al. Construction technology of cast-in-place box culvert bracket erection and pre-pressure in limited space under railway. Engineering Quality, 39(9):35, 2021.
+[11] Yan X., Wang S., Gong Z., et al. Construction technology of cast-in-place box culvert bracket erection and pre-pressure in limited space under railway. Engineering Quality, 39(9):35, 2021.
 [12] Li M.R., Zhang Q.M. Research on construction monitoring scheme of Jiangsu Yunjingtai project. Anhui Architecture, 28(10):215, 2021.
@@ Line 482: / Line 484: @@
 [13] Wu Jun. Exploration of automatic monitoring system for building settlement and tilt. Anhui Architecture, 27(2):126, 2020.
-[14] Ye Binglin. Application of socket-type coiled buckle bracing frame for building construction. Engineering Quality, 39(10):57, 2021.
+[14] Ye B. Application of socket-type coiled buckle bracing frame for building construction. Engineering Quality, 39(10):57, 2021.
-[15] Huang Yulin, Zhang Longlong, Zuo Zibo et al. Real-time monitoring-based control technology for integral steel platform mouldings. Spatial Structures, 27(2):83, 2021.
+[15] Huang Y., Zhang L., Zuo Z., et al. Real-time monitoring-based control technology for integral steel platform mouldings. Spatial Structures, 27(2):83, 2021.
-[16] Wu Yanli, Yin Suhua, Yin Yujiao. Simulation analysis and construction monitoring of pre-stressed pipe truss structure construction for large span dry coal sheds. Space Structure, 27(1):37, 2021.
+[16] Wu Y., Yin S., Yin Y. Simulation analysis and construction monitoring of pre-stressed pipe truss structure construction for large span dry coal sheds. Space Structure, 27(1):37, 2021.