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Monitored deformation data during the construction of an urban subway
Data in brief 29 (2020) 105126
Contents lists available at ScienceDirect
Data in brief journal homepage: www.elsevier.com/locate/dib
Data Article
Monitored deformation data during the construction of an urban subway Xiaotian Hao a, b, Bin Wang c, Hailong Wang d, * a
Shijiazhuang Tiedao University, China ChongQing Technology and Business Institute, China Beiwang Construction Group Co. LTD, China d Hebei University of Architecture, China b c
a r t i c l e i n f o
a b s t r a c t
Article history: Received 30 October 2019 Received in revised form 30 December 2019 Accepted 6 January 2020 Available online 11 January 2020
The dataset is related to the ground surface and structure deformation during the construction of Chongqing subway line 9 in four months. The tunnel was constructed using drilling and blasting method as well as the tunnel boring machine (TBM). A systematic monitoring system was set in the site and it included monitoring points for ground subsidence, building settlement, vault deformation and the tunnel horizontal deformation. The deformation data in this article was measured using surveying in the site and it can be reused to validate numerical simulation results and guide the similar engineering project in the nearby area. © 2020 Published by Elsevier Inc. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/ licenses/by-nc-nd/4.0/).
Keywords: Tunnel Monitoring Subsidence Deformation Settlement
1. Data Chongqing subway line 9 was constructed in the downtown of Chongqing, China (Fig. 1) using both drilling and blasting method as well as tunnel boring machine (TBM). The data of this article describes the deformation of the ground surface (Fig. 2 and Table 1), surrounding buildings (Fig. 3 and Table 2), vault (Fig. 4 and Table 3), tunnel horizontal distance and (Fig. 5 and Table 4) during the drilling and
* Corresponding author. E-mail address: [email protected] (H. Wang). https://doi.org/10.1016/j.dib.2020.105126 2352-3409/© 2020 Published by Elsevier Inc. This is an open access article under the CC BY-NC-ND license (http:// creativecommons.org/licenses/by-nc-nd/4.0/).
2
X. Hao et al. / Data in brief 29 (2020) 105126
Specifications Table Subject Specific subject area Type of data How data were acquired Data format Parameters for data collection Description of data collection Data source location Data accessibility
Civil and Structural Engineering Ground surface subsidence, building settlement, structural deformation. Figure Table Data were measured by surveying. Raw Monitoring data from the site were collected between July and October. Data were collected using surveying during the tunnel construction. Chongqing, China Data are available in this article
Value of the Data The data were collected from the site of a real engineering project for four months. The data benefits the researchers who work on geotechnical engineering, ground subsidence and structural deformation in particular. The data can be used as a benchmark to validate empirical equations and numerical models. The data offer experiences for designing and constructing other similar projects.
blasting construction. The data also includes the ground subsidence (Fig. 6 and Table 5) over the period of TBM excavation. The data covers a period between July 2018 and October 2018, it also includes the initial value with the measurement data and the accumulated deformation on 31 October 2018. 2. Experimental design, materials, and methods A section of the subway between Liyuchi station (Liyuchi station is also on the subway line 10 which is in service) and Liujiatai station as shown in Fig. 1 was under construction. The length between these
Fig. 1. The location of the monitoring project.
X. Hao et al. / Data in brief 29 (2020) 105126
3
Fig. 2. The locations of monitoring ground subsidence during tunnel construction with drilling and blasting method.
Table 1 Ground subsidence of the measuring points shown in Fig. 2. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 DB-1 DB-2 DB-3 DB-4 DB-5 DB-6 DB-7 DB-8 DB-9 DB-10 DB-11 DB-12 DB-13 DB-14 DB-15 DB-16 DB-17 DB-18 DB-19 DB-20 DB-21 DB-22
241.4236 241.4639 241.4882 241.4317 241.35 241.3258 241.3502 241.5528 242.0364 241.3209 241.1163 240.3255 240.1932 238.9071 238.9902 239.3121 239.4669 238.0364 237.9993 238.5503 237.8795 237.8123
30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017
0.6 0.9 0.3 0.9 0.3 0.3 0.9 0.5 0.8 0 1.3 0.9 0.5 0.8 0.7 0.1 1.2 0.5 0.3 0.5 0.2 0.3
0.9 0.2 1.4 0.7 0.7 1.2 0.9 0.9 0.5 0.3 0.6 0.3 0.8 1.1 1.2 0.4 0.8 0.8 0.6 1.3 1 1.6
0.9 0.7 0.6 0.6 0.4 0.2 0.8 0.5 0.3 0.6 0.4 0.3 0.1 0.4 0.9 0.6 0.3 0.9 1.3 1 1.4 1.2
0.2 0.6 0.1 0.9 0.1 0.6 0.6 0.2 0.8 0.5 0.7 0.9 1 1 0.5 1.4 1.2 1 0.2 0.4 0.1 0.1
8.2 8.3 8.8 8.9 7.2 6.6 9.7 9 8.6 7.1 8.2 7.8 6 8.9 7.9 4.9 9.4 8.7 8.2 9.3 4.6 7.4
4
X. Hao et al. / Data in brief 29 (2020) 105126
Fig. 3. The locations of monitoring building subsidence during tunnel construction with drilling and blasting method.
X. Hao et al. / Data in brief 29 (2020) 105126
5
Table 2 Building subsidence of the measuring points shown in Fig. 3. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 JZ-1 JZ-2 JZ-3 JZ-4 JZ-5 JZ-6 JZ-7 JZ-8 JZ-9 JZ-10 JZ-11 JZ-12 JZ-13
241.207 241.2429 241.165 241.2106 241.2798 241.2044 241.2113 230.2497 230.287 230.2587 230.2938 230.3011 230.2629
10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017
1.2 0.5 0.8 0.5 0.9 0.9 0.7 0.5 0.3 0.9 0.3 0.1 0.4
0.7 1.2 0.1 0.1 1 1.2 1 0.9 1 0.2 0.2 1.6 0.7
0.7 0.5 0.5 1.2 0.6 0.5 0.4 0.3 0.3 0.2 0.9 0.2 0.5
1.3 0.1 0.9 0.1 0.7 0.5 0.2 0.7 0.5 0.6 0.5 1.2 0.9
5.3 5 6.6 5.3 7 4.5 4.8 5.9 5.4 5.2 5 4.1 3.8
Fig. 4. The locations of monitoring vault deformation during tunnel construction with drilling and blasting method.
two stations is 919.51 m, the last 274.70 m close to Liujiatai station was built using drilling and blasting method while the rest was constructed by TBM. The construction was at the densely populated area with a number of high-rise buildings. To avoid the destructive impact of the tunnel construction on the surrounding buildings [1,2] and underground structure [3], monitoring project was conducted to measure the ground subsidence, the settlement of surrounding buildings and the deformation of the tunnel. The inner diameter of the tunnel was designed as 5.9 m with reinforced concrete lining. The ground level in this section varied from 229.00 m to 204.69 m and the level of the tunnel vault was between
6
X. Hao et al. / Data in brief 29 (2020) 105126
Table 3 Vault deformation of the measuring points shown in Fig. 4. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 DC-1 DC-2 DC-3 DC-4 DC-5 DC-6 DC-7 DC-8 DC-9 DC-10 DC-11 DC-12 DC-13 DC-14 DC-15 DC-16 DC-17 DC-18 DC-19 DC-20 DC-21 DC-22 DC-23 DC-24 DC-25 DC-26 DC-27 DC-28 DC-29 DC-30 DC-31 DC-32 DC-33 DC-34 DC-35 DC-36 DC-37 DC-38 DC-39 DC-40 DC-41 DC-42 DC-43 DC-44 DC-45 DC-46 DC-47
200.3427 200.4066 200.2863 199.6307 199.7453 199.6201 199.4275 199.4723 199.3312 199.0746 199.0977 198.9142 198.6613 198.7232 198.7159 197.8483 198.0933 198.0323 197.8238 197.9617 197.9873 197.7787 197.9297 197.8939 200.1074 200.5444 200.5282 199.5067 199.609 199.4619 199.2511 199.3469 199.3046 198.9519 198.9808 198.9226 198.6876 198.8212 198.6023 198.5176 198.6147 198.4704 198.2593 198.4032 198.2855 196.9707 196.6103
20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 11/04/2018 11/04/2018 11/04/2018 29/05/2018 29/05/2018 29/05/2018 1/08/2018 1/08/2018 1/08/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 15/05/2018 15/05/2018 15/05/2018 23/06/2018 43274
1.7 1.1 2 0.4 0.2 0.4 0.3 0.7 0.7 0.1 0.2 0.9 0.4 0.3 0.4 2.5 2.6 0.5 1.1 0.9 0.4
0.1 0.4 0.1 0.5 0.1 0.1 0.3 0.2 0.3 0.1 0.3 0.3 0.3 0.3 0.1 0.3 2 0.2 0.3 0.4 0.1 0.6 3
2.1 1 1.7 0.1 0.4 0.4 0.1 0.5 0.5 0.6 0.3 0.4 0.2 0.2 1.6 1.9 1.4 1.9 1.8 1.6 2.7 3.5 4.9 4 0.2 0.6 0.1 0.3 0.5 0.4 0.6 0.1 0.2 0.5 0.1 0.3 0.3 0.5 0.2 2.5 2 2.2 0.8 1.7 2.6 1.9 1.8
0.3 1.2 0.5
0.1 0.6 0.8
0.1 0.5 0.7 0.1 0.8 0.3 0.4 0.7 1.7 0.4 1.9 1.2 0.6 4.9 4
0.2 0.7 0.5 0.3 0.1 0.2 0.6 0.4 0.2 0 0.2 0.2 0.5 0.1 0.1 0.4 0.2 0.6 0.3 0.6 0.4 0.3 0 0.1 0.2 0 0.1 0.1 0.1 0.5 0.2 0.1 0.1 0.1 0.3 0.2 0.2 0.1
0.8 0.5 0.1 0.1 0.8 1.8 1.2
5.3 5.1 3.6 2.7 1.8 3.7 2.2 2 3.1 2.7 1.5 4 2.1 2 3.4 4.6 3.5 4.2 4.7 5.9 6.1 4.6 6.8 5.3 0.2 2 1.8 4.9 5.4 6.3 3.7 3.6 3.2 5.5 4.2 1.4 3.5 1.4 1.8 4.8 2.2 3.2 3.5 4.4 6 3.7 5
X. Hao et al. / Data in brief 29 (2020) 105126
7
Fig. 5. The locations of monitoring tunnel horizontal deformation during tunnel construction with drilling and blasting method.
Table 4 Tunnel horizontal deformation of the measuring points shown in Fig. 5. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 KJ-1 KJ-2 KJ-3 KJ-4 KJ-5 KJ-6 KJ-7 KJ-8 KJ-9 KJ-10 KJ-11 KJ-12 KJ-13 KJ-14 KJ-15 KJ-16 KJ-17 KJ-18 KJ-19 KJ-20 KJ-21
6.5191 6.3536 6.4868 6.4688 6.4027 6.273 6.5478 6.5755 8.4993 7.6262 6.5336 6.0627 6.061 6.6413 6.44 6.812 6.6498 6.3292 6.4932 6.6497 6.2617
20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 11/04/2018 11/04/2018 29/05/2018 29/05/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018
0.1 0 0.3 0.1 0.1 0.2 0.4 0.1 1.7 2.2 1.7 0.6 0.6 2.2 0.2 0.4 0.5 0.1 0 0.2 0.2
0.2 0 0.1 0 0.7 0.4 0 0.2 1.2 1.5 1.3 2.7 2.2 0.9 0.1 0.3 0.1 0 0 0.1 0
0.5 0.2 0.4 0.2 1.6 0.2 2 0.8 0.5 0.4
0.4 0.2 0.3 0.5 0 0.4 0.1 0.4 0.3 0.4 0.3 0.1
0.2 0.1
0.9 1 1.1 0.5 1.5 0.7 1 1.3 5.8 4.1 4.5 3.7 4.5 5.6 1 1.4 0.4 2.1 0.3 1.2 0.7 (continued on next page)
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X. Hao et al. / Data in brief 29 (2020) 105126
Table 4 (continued ) Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 KJ-22 KJ-23 KJ-24 KJ-25 KJ-26 KJ-27 KJ-28 KJ-29a KJ-30 a
6.3569 6.554 6.1377 5.6776 6.4807 5.7167 6.5656 7.1554 5.7146
17/03/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 15/05/2018 15/05/2018 23/06/2018 1/08/2018
0.6 0.5 0.1 0.1 3.1 0.9 0.6 1.3
0.3 0.2 0.1 2.1 1.9 3.8 1.6 2.5 3.3
1.6 0.5 0.3 0.8 0.1 0.6
0.1 0.5 0.2 0 0.4 0.3 0.4 0.1 0.1
1.2 0.7 0.2 2.8 3.8 8.7 3.4 4.7 3.8
Connecting aisle.
Fig. 6. The locations of monitoring ground subsidence during tunnel construction with the TBM method.
196.61 m and 238.41 m. The overburden layers of the tunnel were silty clay with a thickness of 2.16e9.25 m and sandstone intercalated with sandy mudstone of a thickness 28.10e38.30 m. A monitoring system was built covering twenty-two ground subsidence monitoring points (Fig. 2) at the drilling and blasting construction section, thirteen building subsidence monitoring points (Fig. 3) around five residential buildings, forty-seven vault deformation monitoring points (Fig. 4), thirty tunnel horizontal deformation monitoring points (Fig. 5) and twenty-two ground subsidence monitoring points (Fig. 6) at TBM constructing section. The deformation was measured using level with a frequency of seven days for ground and building settlement and one-day frequency for the tunnel
X. Hao et al. / Data in brief 29 (2020) 105126
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Table 5 Ground subsidence of the measuring points shown in Fig. 6. Measuring point
Initial value (m)
Initial measurement date
TBMDB1 TBMDB2 TBMDB3 TBMDB4 TBMDB5 TBMDB6 TBMDB7 TBMDB8 TBMDB9 TBMDB10 TBMDB11 TBMDB12 TBMDB13 TBMDB14 TBMDB15 TBMDB16 TBMDB17 TBMDB18 TBMDB19 TBMDB20 TBMDB21 TBMDB22
242.501 242.4442 242.6108 242.6732 242.2521 242.3694 242.2034 242.2448 242.2363 242.0738 241.9261 242.0169 242.4839 242.4126 242.5343 242.5414 242.3774 242.349 241.9763 241.9886 242.0365 241.8138
12/07/2018 12/07/2018 12/07/2018 12/07/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 12/07/2018 12/07/2018 12/07/2018 12/07/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018
Deformation in each month (mm) July 2018 0.6 0.2 0.3 0.3
0.1 0.2 0.2 0.1
August 2018 2.7 2.6 2.6 2.6 2.9 0.8 2.7 3.2 4.1 1.8 2.0 2.4 1.5 3.1 2.7 2.3 2.4 0.9 3.9 1.5 3.4 0.2
September 2018 4.9 1.5 1.9 4.3 4.7 1.0 2.8 0.3 2.2 2.7 2.0 0.1 2.4 1.0 1.4 3.7 0.7 3.5 2.4 2.3 0.5 2.4
Accumulated deformation (mm) 7 1.3 4.8 6.6 7.6 1.8 5.5 3.5 6.3 4.5 4 2.3 3.8 2.3 3.9 5.9 3.1 4.4 1.5 3.8 2.9 2.6
deformation. The static level has an accuracy of 0.3 mm per km. The measured deformation value corresponding to each monitoring point can be found in Tables 1e5 The initial measurement date of each monitoring point is also shown in Tables 1e5 and it indicates the construction schedule. In each table, the accumulated deformation started from the initial measurement data is also recorded. Acknowledgements This work is supported by Key Laboratory of Roads and Railway Engineering Safety Control (Shijiazhuang Tiedao University), Ministry of Education (Grant No. STKF201718), the National Natural Science Foundation of China (Grant No. 51878242) and research project of key technology of settlement control in crossing engineering of traffic-intensive area (Grant No. 19160). Conflict of Interest The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper. Appendix A. Supplementary data Supplementary data to this article can be found online at https://doi.org/10.1016/j.dib.2020.105126. References [1] Q. Zhang, K. Wu, S. Cui, Y. Yu, Z. Zhang, J. Zhao, Surface settlement induced by subway tunnel construction based on modified peck formula, Geotech. Geol. Eng. 37 (2019) 2823e2835, https://doi.org/10.1007/s10706-018-00798-6. [2] R.-P. Chen, X.-T. Lin, X. Kang, Z.-Q. Zhong, Y. Liu, P. Zhang, H.-N. Wu, Deformation and stress characteristics of existing twin tunnels induced by close-distance EPBS under-crossing, Tunn. Undergr. Space Technol. 82 (2018) 468e481, https://doi.org/ 10.1016/j.tust.2018.08.059. [3] L. Shiyu, Z. Yuhui, T. Gang, Z. Lijing, Study on ground settlement of tunnel shield construction based on GRA, in: 2018 IEEE International Conference of Safety Produce Informatization (IICSPI), IEEE, 2018, pp. 16e19.
Contents lists available at ScienceDirect
Data in brief journal homepage: www.elsevier.com/locate/dib
Data Article
Monitored deformation data during the construction of an urban subway Xiaotian Hao a, b, Bin Wang c, Hailong Wang d, * a
Shijiazhuang Tiedao University, China ChongQing Technology and Business Institute, China Beiwang Construction Group Co. LTD, China d Hebei University of Architecture, China b c
a r t i c l e i n f o
a b s t r a c t
Article history: Received 30 October 2019 Received in revised form 30 December 2019 Accepted 6 January 2020 Available online 11 January 2020
The dataset is related to the ground surface and structure deformation during the construction of Chongqing subway line 9 in four months. The tunnel was constructed using drilling and blasting method as well as the tunnel boring machine (TBM). A systematic monitoring system was set in the site and it included monitoring points for ground subsidence, building settlement, vault deformation and the tunnel horizontal deformation. The deformation data in this article was measured using surveying in the site and it can be reused to validate numerical simulation results and guide the similar engineering project in the nearby area. © 2020 Published by Elsevier Inc. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/ licenses/by-nc-nd/4.0/).
Keywords: Tunnel Monitoring Subsidence Deformation Settlement
1. Data Chongqing subway line 9 was constructed in the downtown of Chongqing, China (Fig. 1) using both drilling and blasting method as well as tunnel boring machine (TBM). The data of this article describes the deformation of the ground surface (Fig. 2 and Table 1), surrounding buildings (Fig. 3 and Table 2), vault (Fig. 4 and Table 3), tunnel horizontal distance and (Fig. 5 and Table 4) during the drilling and
* Corresponding author. E-mail address: [email protected] (H. Wang). https://doi.org/10.1016/j.dib.2020.105126 2352-3409/© 2020 Published by Elsevier Inc. This is an open access article under the CC BY-NC-ND license (http:// creativecommons.org/licenses/by-nc-nd/4.0/).
2
X. Hao et al. / Data in brief 29 (2020) 105126
Specifications Table Subject Specific subject area Type of data How data were acquired Data format Parameters for data collection Description of data collection Data source location Data accessibility
Civil and Structural Engineering Ground surface subsidence, building settlement, structural deformation. Figure Table Data were measured by surveying. Raw Monitoring data from the site were collected between July and October. Data were collected using surveying during the tunnel construction. Chongqing, China Data are available in this article
Value of the Data The data were collected from the site of a real engineering project for four months. The data benefits the researchers who work on geotechnical engineering, ground subsidence and structural deformation in particular. The data can be used as a benchmark to validate empirical equations and numerical models. The data offer experiences for designing and constructing other similar projects.
blasting construction. The data also includes the ground subsidence (Fig. 6 and Table 5) over the period of TBM excavation. The data covers a period between July 2018 and October 2018, it also includes the initial value with the measurement data and the accumulated deformation on 31 October 2018. 2. Experimental design, materials, and methods A section of the subway between Liyuchi station (Liyuchi station is also on the subway line 10 which is in service) and Liujiatai station as shown in Fig. 1 was under construction. The length between these
Fig. 1. The location of the monitoring project.
X. Hao et al. / Data in brief 29 (2020) 105126
3
Fig. 2. The locations of monitoring ground subsidence during tunnel construction with drilling and blasting method.
Table 1 Ground subsidence of the measuring points shown in Fig. 2. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 DB-1 DB-2 DB-3 DB-4 DB-5 DB-6 DB-7 DB-8 DB-9 DB-10 DB-11 DB-12 DB-13 DB-14 DB-15 DB-16 DB-17 DB-18 DB-19 DB-20 DB-21 DB-22
241.4236 241.4639 241.4882 241.4317 241.35 241.3258 241.3502 241.5528 242.0364 241.3209 241.1163 240.3255 240.1932 238.9071 238.9902 239.3121 239.4669 238.0364 237.9993 238.5503 237.8795 237.8123
30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017 30/07/2017
0.6 0.9 0.3 0.9 0.3 0.3 0.9 0.5 0.8 0 1.3 0.9 0.5 0.8 0.7 0.1 1.2 0.5 0.3 0.5 0.2 0.3
0.9 0.2 1.4 0.7 0.7 1.2 0.9 0.9 0.5 0.3 0.6 0.3 0.8 1.1 1.2 0.4 0.8 0.8 0.6 1.3 1 1.6
0.9 0.7 0.6 0.6 0.4 0.2 0.8 0.5 0.3 0.6 0.4 0.3 0.1 0.4 0.9 0.6 0.3 0.9 1.3 1 1.4 1.2
0.2 0.6 0.1 0.9 0.1 0.6 0.6 0.2 0.8 0.5 0.7 0.9 1 1 0.5 1.4 1.2 1 0.2 0.4 0.1 0.1
8.2 8.3 8.8 8.9 7.2 6.6 9.7 9 8.6 7.1 8.2 7.8 6 8.9 7.9 4.9 9.4 8.7 8.2 9.3 4.6 7.4
4
X. Hao et al. / Data in brief 29 (2020) 105126
Fig. 3. The locations of monitoring building subsidence during tunnel construction with drilling and blasting method.
X. Hao et al. / Data in brief 29 (2020) 105126
5
Table 2 Building subsidence of the measuring points shown in Fig. 3. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 JZ-1 JZ-2 JZ-3 JZ-4 JZ-5 JZ-6 JZ-7 JZ-8 JZ-9 JZ-10 JZ-11 JZ-12 JZ-13
241.207 241.2429 241.165 241.2106 241.2798 241.2044 241.2113 230.2497 230.287 230.2587 230.2938 230.3011 230.2629
10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017 10/09/2017
1.2 0.5 0.8 0.5 0.9 0.9 0.7 0.5 0.3 0.9 0.3 0.1 0.4
0.7 1.2 0.1 0.1 1 1.2 1 0.9 1 0.2 0.2 1.6 0.7
0.7 0.5 0.5 1.2 0.6 0.5 0.4 0.3 0.3 0.2 0.9 0.2 0.5
1.3 0.1 0.9 0.1 0.7 0.5 0.2 0.7 0.5 0.6 0.5 1.2 0.9
5.3 5 6.6 5.3 7 4.5 4.8 5.9 5.4 5.2 5 4.1 3.8
Fig. 4. The locations of monitoring vault deformation during tunnel construction with drilling and blasting method.
two stations is 919.51 m, the last 274.70 m close to Liujiatai station was built using drilling and blasting method while the rest was constructed by TBM. The construction was at the densely populated area with a number of high-rise buildings. To avoid the destructive impact of the tunnel construction on the surrounding buildings [1,2] and underground structure [3], monitoring project was conducted to measure the ground subsidence, the settlement of surrounding buildings and the deformation of the tunnel. The inner diameter of the tunnel was designed as 5.9 m with reinforced concrete lining. The ground level in this section varied from 229.00 m to 204.69 m and the level of the tunnel vault was between
6
X. Hao et al. / Data in brief 29 (2020) 105126
Table 3 Vault deformation of the measuring points shown in Fig. 4. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 DC-1 DC-2 DC-3 DC-4 DC-5 DC-6 DC-7 DC-8 DC-9 DC-10 DC-11 DC-12 DC-13 DC-14 DC-15 DC-16 DC-17 DC-18 DC-19 DC-20 DC-21 DC-22 DC-23 DC-24 DC-25 DC-26 DC-27 DC-28 DC-29 DC-30 DC-31 DC-32 DC-33 DC-34 DC-35 DC-36 DC-37 DC-38 DC-39 DC-40 DC-41 DC-42 DC-43 DC-44 DC-45 DC-46 DC-47
200.3427 200.4066 200.2863 199.6307 199.7453 199.6201 199.4275 199.4723 199.3312 199.0746 199.0977 198.9142 198.6613 198.7232 198.7159 197.8483 198.0933 198.0323 197.8238 197.9617 197.9873 197.7787 197.9297 197.8939 200.1074 200.5444 200.5282 199.5067 199.609 199.4619 199.2511 199.3469 199.3046 198.9519 198.9808 198.9226 198.6876 198.8212 198.6023 198.5176 198.6147 198.4704 198.2593 198.4032 198.2855 196.9707 196.6103
20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 11/04/2018 11/04/2018 11/04/2018 29/05/2018 29/05/2018 29/05/2018 1/08/2018 1/08/2018 1/08/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 15/05/2018 15/05/2018 15/05/2018 23/06/2018 43274
1.7 1.1 2 0.4 0.2 0.4 0.3 0.7 0.7 0.1 0.2 0.9 0.4 0.3 0.4 2.5 2.6 0.5 1.1 0.9 0.4
0.1 0.4 0.1 0.5 0.1 0.1 0.3 0.2 0.3 0.1 0.3 0.3 0.3 0.3 0.1 0.3 2 0.2 0.3 0.4 0.1 0.6 3
2.1 1 1.7 0.1 0.4 0.4 0.1 0.5 0.5 0.6 0.3 0.4 0.2 0.2 1.6 1.9 1.4 1.9 1.8 1.6 2.7 3.5 4.9 4 0.2 0.6 0.1 0.3 0.5 0.4 0.6 0.1 0.2 0.5 0.1 0.3 0.3 0.5 0.2 2.5 2 2.2 0.8 1.7 2.6 1.9 1.8
0.3 1.2 0.5
0.1 0.6 0.8
0.1 0.5 0.7 0.1 0.8 0.3 0.4 0.7 1.7 0.4 1.9 1.2 0.6 4.9 4
0.2 0.7 0.5 0.3 0.1 0.2 0.6 0.4 0.2 0 0.2 0.2 0.5 0.1 0.1 0.4 0.2 0.6 0.3 0.6 0.4 0.3 0 0.1 0.2 0 0.1 0.1 0.1 0.5 0.2 0.1 0.1 0.1 0.3 0.2 0.2 0.1
0.8 0.5 0.1 0.1 0.8 1.8 1.2
5.3 5.1 3.6 2.7 1.8 3.7 2.2 2 3.1 2.7 1.5 4 2.1 2 3.4 4.6 3.5 4.2 4.7 5.9 6.1 4.6 6.8 5.3 0.2 2 1.8 4.9 5.4 6.3 3.7 3.6 3.2 5.5 4.2 1.4 3.5 1.4 1.8 4.8 2.2 3.2 3.5 4.4 6 3.7 5
X. Hao et al. / Data in brief 29 (2020) 105126
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Fig. 5. The locations of monitoring tunnel horizontal deformation during tunnel construction with drilling and blasting method.
Table 4 Tunnel horizontal deformation of the measuring points shown in Fig. 5. Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 KJ-1 KJ-2 KJ-3 KJ-4 KJ-5 KJ-6 KJ-7 KJ-8 KJ-9 KJ-10 KJ-11 KJ-12 KJ-13 KJ-14 KJ-15 KJ-16 KJ-17 KJ-18 KJ-19 KJ-20 KJ-21
6.5191 6.3536 6.4868 6.4688 6.4027 6.273 6.5478 6.5755 8.4993 7.6262 6.5336 6.0627 6.061 6.6413 6.44 6.812 6.6498 6.3292 6.4932 6.6497 6.2617
20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 20/03/2018 11/04/2018 11/04/2018 29/05/2018 29/05/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018 17/03/2018
0.1 0 0.3 0.1 0.1 0.2 0.4 0.1 1.7 2.2 1.7 0.6 0.6 2.2 0.2 0.4 0.5 0.1 0 0.2 0.2
0.2 0 0.1 0 0.7 0.4 0 0.2 1.2 1.5 1.3 2.7 2.2 0.9 0.1 0.3 0.1 0 0 0.1 0
0.5 0.2 0.4 0.2 1.6 0.2 2 0.8 0.5 0.4
0.4 0.2 0.3 0.5 0 0.4 0.1 0.4 0.3 0.4 0.3 0.1
0.2 0.1
0.9 1 1.1 0.5 1.5 0.7 1 1.3 5.8 4.1 4.5 3.7 4.5 5.6 1 1.4 0.4 2.1 0.3 1.2 0.7 (continued on next page)
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X. Hao et al. / Data in brief 29 (2020) 105126
Table 4 (continued ) Measuring Initial Initial measurement Deformation in each month (mm) Accumulated point value (m) date deformation (mm) July 2018 August 2018 September 2018 October 2018 KJ-22 KJ-23 KJ-24 KJ-25 KJ-26 KJ-27 KJ-28 KJ-29a KJ-30 a
6.3569 6.554 6.1377 5.6776 6.4807 5.7167 6.5656 7.1554 5.7146
17/03/2018 4/04/2018 4/04/2018 4/04/2018 4/04/2018 15/05/2018 15/05/2018 23/06/2018 1/08/2018
0.6 0.5 0.1 0.1 3.1 0.9 0.6 1.3
0.3 0.2 0.1 2.1 1.9 3.8 1.6 2.5 3.3
1.6 0.5 0.3 0.8 0.1 0.6
0.1 0.5 0.2 0 0.4 0.3 0.4 0.1 0.1
1.2 0.7 0.2 2.8 3.8 8.7 3.4 4.7 3.8
Connecting aisle.
Fig. 6. The locations of monitoring ground subsidence during tunnel construction with the TBM method.
196.61 m and 238.41 m. The overburden layers of the tunnel were silty clay with a thickness of 2.16e9.25 m and sandstone intercalated with sandy mudstone of a thickness 28.10e38.30 m. A monitoring system was built covering twenty-two ground subsidence monitoring points (Fig. 2) at the drilling and blasting construction section, thirteen building subsidence monitoring points (Fig. 3) around five residential buildings, forty-seven vault deformation monitoring points (Fig. 4), thirty tunnel horizontal deformation monitoring points (Fig. 5) and twenty-two ground subsidence monitoring points (Fig. 6) at TBM constructing section. The deformation was measured using level with a frequency of seven days for ground and building settlement and one-day frequency for the tunnel
X. Hao et al. / Data in brief 29 (2020) 105126
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Table 5 Ground subsidence of the measuring points shown in Fig. 6. Measuring point
Initial value (m)
Initial measurement date
TBMDB1 TBMDB2 TBMDB3 TBMDB4 TBMDB5 TBMDB6 TBMDB7 TBMDB8 TBMDB9 TBMDB10 TBMDB11 TBMDB12 TBMDB13 TBMDB14 TBMDB15 TBMDB16 TBMDB17 TBMDB18 TBMDB19 TBMDB20 TBMDB21 TBMDB22
242.501 242.4442 242.6108 242.6732 242.2521 242.3694 242.2034 242.2448 242.2363 242.0738 241.9261 242.0169 242.4839 242.4126 242.5343 242.5414 242.3774 242.349 241.9763 241.9886 242.0365 241.8138
12/07/2018 12/07/2018 12/07/2018 12/07/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 12/07/2018 12/07/2018 12/07/2018 12/07/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018 1/08/2018
Deformation in each month (mm) July 2018 0.6 0.2 0.3 0.3
0.1 0.2 0.2 0.1
August 2018 2.7 2.6 2.6 2.6 2.9 0.8 2.7 3.2 4.1 1.8 2.0 2.4 1.5 3.1 2.7 2.3 2.4 0.9 3.9 1.5 3.4 0.2
September 2018 4.9 1.5 1.9 4.3 4.7 1.0 2.8 0.3 2.2 2.7 2.0 0.1 2.4 1.0 1.4 3.7 0.7 3.5 2.4 2.3 0.5 2.4
Accumulated deformation (mm) 7 1.3 4.8 6.6 7.6 1.8 5.5 3.5 6.3 4.5 4 2.3 3.8 2.3 3.9 5.9 3.1 4.4 1.5 3.8 2.9 2.6
deformation. The static level has an accuracy of 0.3 mm per km. The measured deformation value corresponding to each monitoring point can be found in Tables 1e5 The initial measurement date of each monitoring point is also shown in Tables 1e5 and it indicates the construction schedule. In each table, the accumulated deformation started from the initial measurement data is also recorded. Acknowledgements This work is supported by Key Laboratory of Roads and Railway Engineering Safety Control (Shijiazhuang Tiedao University), Ministry of Education (Grant No. STKF201718), the National Natural Science Foundation of China (Grant No. 51878242) and research project of key technology of settlement control in crossing engineering of traffic-intensive area (Grant No. 19160). Conflict of Interest The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper. Appendix A. Supplementary data Supplementary data to this article can be found online at https://doi.org/10.1016/j.dib.2020.105126. References [1] Q. Zhang, K. Wu, S. Cui, Y. Yu, Z. Zhang, J. Zhao, Surface settlement induced by subway tunnel construction based on modified peck formula, Geotech. Geol. Eng. 37 (2019) 2823e2835, https://doi.org/10.1007/s10706-018-00798-6. [2] R.-P. Chen, X.-T. Lin, X. Kang, Z.-Q. Zhong, Y. Liu, P. Zhang, H.-N. Wu, Deformation and stress characteristics of existing twin tunnels induced by close-distance EPBS under-crossing, Tunn. Undergr. Space Technol. 82 (2018) 468e481, https://doi.org/ 10.1016/j.tust.2018.08.059. [3] L. Shiyu, Z. Yuhui, T. Gang, Z. Lijing, Study on ground settlement of tunnel shield construction based on GRA, in: 2018 IEEE International Conference of Safety Produce Informatization (IICSPI), IEEE, 2018, pp. 16e19.