Ground Deformation Characteristics and Parameter Optimization of Metro Stations Constructed by Novel Pipe Roofing Method

doi:10.12068/j.issn.1005-3026.2024.11.016

Abstract

Abstract:

In response to the challenges of low bearing capacity and complex construction procedures in traditional pipe roofing method， a novel pipe roofing method， namely small?diameter pipe roofing method is proposed， which is applied in the construction of the Heping South Street Station of Shenyang Metro. A three?dimensional finite difference model for this project is established， to investigate the ground deformation characteristics during the construction. The influence of pipe?roof parameters on four indicators： maximum surface settlement at the mid?span after the station construction， ground disturbance caused by pipe roofing construction， pipe roofing stiffness， and cost is clarified. Finally， the pipe?roof parameters are optimized using fuzzy mathematics theory. The research results show that when constructing a subway station using the small?diameter pipe roofing method， the stage of removing the pilot tunnel wall and constructing the roof is the critical for controlling ground deformation. The most critical parameter affecting the above four indicators is the steel tube diameter. The optimized combination of parameters is steel tube diameter of 400 mm， steel tube center distance of 800 mm， steel tube wall thickness of 10 mm， concrete strength grade inside the tube is C40， and the steel tube strength grade is Q390.

Key words: small diameter pipe roofing method, deformation characteristics, parameter optimization, subway station, fuzzy mathematics

CLC Number:

TU 93

Jian QIU, Wen ZHAO, Bo LU, Xu SUN. Ground Deformation Characteristics and Parameter Optimization of Metro Stations Constructed by Novel Pipe Roofing Method[J]. Journal of Northeastern University(Natural Science), 2024, 45(11): 1645-1655.

Figures/Tables 20

References 23

1	Ire H.Tubular trust jacking for underground roof construction on the Antwerp Metro［J］.Tunnelling，1985，5：13-15.
2	Coller P J， Abbott D G.Microtunnelling techniques to form an insitu barrier around existing structures［C］//American Society of Civil Engineers. Las Vegas，1994：386-394.
3	Yasuhisa B.Construction methods of the structures passing through under railway lines［J］.Japanese Railway Engineering，1987，4：6-9.
4	Cheng C H， Liao S M， Chen L S，et al.Jacking precision control of pipe roof and large box culvert below urban expressway：a case study of a large underpass in Shanghai［J］.IOP Conference Series：Earth and Environmental Science，2021，703（1）：012050.
5	Yang X， Li Y S.Research of surface settlement for a single arch long‑span subway station using the pipe‑roof pre‑construction method［J］.Tunnelling and Underground Space Technology，2018，72：210-217.
6	Bai Q， Zhang Y D， Zhao W，et al.Construction of subway station using the small pipe roof‑beam method：a case study of Shifu Road Station in Shenyang［J］.Tunnelling and Underground Space Technology Incorporating Trenchless Technology Research，2023，135：105000.
7	Lu B， Dong J C， Zhao W，et al.Novel pipe‑roof method for a super shallow buried and large‑span metro underground station［J］.Underground Space，2022，7（1）：134-150.
8	Jia P J， Zhao W， Chen Y，et al.A case study on the application of the steel tube slab structure in construction of a subway station［J］.Applied Sciences，2018，8（9）：1437.
9	Lu B，Sheil，B B，Zhao，W，et al.Laboratory testing of settlement propagation induced by pipe‑roof pre‑support deformation in sandy soils［J］.Tunnelling and Underground Space Technology，2024，146：105645.
10	Li S， Xiao J， Lu B，et al.Experimental and numerical investigation of flexural behaviour of secant pipe roofing structure［J］.Structures，2022，41：181-835.
11	Lu B， Zhao W， Wang W，et al.Design and optimization of secant pipe roofing structure applied in subway stations［J］.Tunnelling and Underground Space Technology，2023，135：105026.
12	Zhang C， Zhao W， Liu S，et al.Experimental investigation of the flexural mechanism and performance of channel steel tube slab structure under concentrated loads［J］.Advances in Structural Engineering，2020，23（11）：2471-2485.
13	贾鹏蛟，赵文，关永平，等．新管幕结构受力模式及关键技术分析［J］.东北大学学报（自然科学版），2019，40（6）：891-895．
	Jia Peng‑jiao， Zhao Wen， Guan Yong‑ping，et al.Analysis of mechanical characteristic and key technique of steel tube slab structure［J］.Journal of Northeastern University（Natural Science），2019，40（6）：891-895.
14	肖世国，夏才初，李向阳，等．管幕内顶进箱涵顶部管幕挠度分析［J］.土木工程学报，2005，38（12）：109-114．
	Xiao Shi‑guo， Xia Cai‑chu， Li Xiang‑yang，et al.An analysis of the deflection of a pipe‑roof for box culvert jacking［J］.China Civil Engineering Journal，2005，38（12）：109-114.
15	张宇，陶连金，董立朋，等.密排横向管幕理论分析研究［J］.岩土工程学报，2021，43（2）：365-374.
	Zhang Yu， Tao Lian‑jin， Dong Li‑peng，et al.Theoretical analysis of horizontal pipe curtains with tight rows［J］.Chinese Journal of Geotechnical Engineering，2021，43（2）：365-374.
16	王海涛，贾金青，郁胜．隧道管棚预支护的力学行为及参数优化［J］．中国公路学报，2010，23（4）：78-83．
	Wang Hai‑tao， Jia Jin‑qing， Yu Sheng. Mechanical behavior and parameter optimization of pipe roof reinforcement applied in tunnel［J］.China Journal of Highway and Transport，2010，23（4）：78-83.
17	Lu B， Sheil B B， Zhao W，et al.Earth pressure in sandy soils above the pipe‑roof structure：experimental and theoretical investigation［J］.Computers and Geotechnics，2024，173：106565.
18	Tan W L， Pathegama R G.Numerical analysis of pipe roof reinforcement in soft ground tunnelling［C］//Proceedings of the 16th International Conference on Engineering Mechanics，ASCE.Seattle，2003：1-10.
19	Oke J， Vlachopoulos N， Diederichs M S.Sensitivity numerical analysis of orientations and sizes of forepoles for underground excavations in weak rock［C］//46th US Rock Mechanics/Geomechanics Symposium.Illinois，2012：406.
20	台启民，张顶立，房倩，等.软弱破碎围岩隧道超前支护确定方法［J］.岩石力学与工程学报，2016，35（1）：109-118.
	Tai Qi‑min， Zhang Ding‑li， Fang Qian，et al.Determination of advance supports in tunnel construction under unfavourable rock conditions［J］.Chinese Journal of Rock Mechanics and Engineering，2016，35（1）：109-118.
21	Jia P J， Guan Y P， Lu B，et al.Flexural performance of steel tube roof slab and parameter optimization［J］.Case Studies in Construction Materials，2023，18：e01726.
22	曹文欣，赵文，路博，等.基于模糊数学的STS管幕结构的连接参数优化［J］.东北大学学报（自然科学版），2022，43（2）：258-265，273.
	Cao Wen‑xin， Zhao Wen， Lu Bo，et al.Optimization of connection parameters of steel tube slab structures based on fuzzy mathematics［J］.Journal of Northeastern University （Natural Science），2022，43（2）：258-265，273.
23	王子君，赵文，程诚，等.地铁车站小直径管幕工法开挖变形规律［J］.东北大学学报（自然科学版），2022，43（11）：1630-1637.
	Wang Zi‑jun， Zhao Wen， Cheng Cheng，et al.Deformation law of subway station constructed by small diameter tube curtain method［J］.Journal of Northeastern University（Natural Science），2022，43（11）：1630-1637.

名称	密度	弹性模量	泊松比	黏聚力c	内摩擦角φ
名称	kg·m^-3	MPa	泊松比	kPa	（°）
杂填土	1 900	15.0	0.28	4.0	26.0
中粗砂	1 930	15.5	0.28	2.0	35.0
圆砾	2 050	27.0	0.25	2.0	34.0
砾砂	1 960	26.6	0.29	2.0	36.7
管幕	2 800	55 200	0.25	—	—
顶板	2 500	30 000	0.20	—	—
边桩	2 500	30 000	0.25	—	—
中柱	2 500	38 000	0.25	—	—
初期支护	2 300	28 000	0.20	—	—
二衬	2 400	30 000	0.20	—	—

名称	密度	弹性模量	泊松比	黏聚力c	内摩擦角φ
名称	kg·m^-3	MPa	泊松比	kPa	（°）
杂填土	1 900	15.0	0.28	4.0	26.0
中粗砂	1 930	15.5	0.28	2.0	35.0
圆砾	2 050	27.0	0.25	2.0	34.0
砾砂	1 960	26.6	0.29	2.0	36.7
管幕	2 800	55 200	0.25	—	—
顶板	2 500	30 000	0.20	—	—
边桩	2 500	30 000	0.25	—	—
中柱	2 500	38 000	0.25	—	—
初期支护	2 300	28 000	0.20	—	—
二衬	2 400	30 000	0.20	—	—

水平	x₁/mm	x₂/mm	x₃/mm	x₄	x₅
1	300	600	10	C30	Q235
2	400	650	12	C35	Q335
3	457	700	14	C40	Q345
4	500	750	16	C50	Q390
5	600	800	18	C55	Q420

水平	x₁/mm	x₂/mm	x₃/mm	x₄	x₅
1	300	600	10	C30	Q235
2	400	650	12	C35	Q335
3	457	700	14	C40	Q345
4	500	750	16	C50	Q390
5	600	800	18	C55	Q420

序号	x₁/mm	x₂/mm	x₃/mm	x₄	x₅	y₁/mm	y₂/mm	y₃/（MN·m²）	y₄/万元
1	300	600	10	C30	Q235	36.74	6.90	21.07	8.43
2	300	650	12	C35	Q335	35.37	6.92	24.60	8.89
3	300	700	14	C40	Q345	33.64	6.56	28.42	9.34
4	300	750	16	C50	Q390	34.94	6.32	32.58	10.77
5	300	800	18	C55	Q420	33.81	6.28	36.38	11.38
6	400	600	12	C40	Q390	29.53	7.51	64.31	12.51
7	400	650	14	C50	Q420	28.63	7.43	74.74	14.43
8	400	700	16	C55	Q235	27.89	7.29	78.92	14.98
9	400	750	18	C30	Q335	29.49	7.76	85.11	11.42
10	400	800	10	C35	Q345	29.51	6.95	53.79	11.77
11	457	600	14	C55	Q335	29.09	8.39	108.73	17.17
12	457	650	16	C30	Q345	26.38	8.70	120.18	13.09
13	457	700	18	C35	Q390	25.69	7.92	136.48	13.79
14	457	750	10	C40	Q420	26.86	7.55	85.80	14.19
15	457	800	12	C50	Q235	26.94	6.90	95.58	16.22
16	500	600	16	C50	Q420	23.83	8.64	169.64	18.13
17	500	650	18	C55	Q235	24.47	8.47	177.20	18.77
18	500	700	10	C30	Q335	23.73	8.03	106.60	14.03
19	500	750	12	C35	Q345	24.84	8.48	126.98	14.80
20	500	800	14	C40	Q390	24.72	7.49	148.34	15.59
21	600	600	18	C35	Q345	19.46	10.05	316.38	18.15
22	600	650	10	C40	Q390	19.52	8.96	201.42	18.64
23	600	700	12	C50	Q420	19.32	9.21	240.08	21.54
24	600	750	14	C55	Q235	19.34	9.06	260.18	22.44
25	600	800	16	C30	Q335	20.31	8.78	280.32	17.02