Responses of a short column-supported highrise tower to adjacent deep excavations in water-rich sandy strata and dynamic optimization of protection plans

doi:10.1007/s11709-024-1110-2

2024, Vol. 18

Issue (11) : 1775-1793 https://doi.org/10.1007/s11709-024-1110-2

Responses of a short column-supported highrise tower to adjacent deep excavations in water-rich sandy strata and dynamic optimization of protection plans

Jun-Cheng LIU, Yong TAN(

)

State Key Laboratory of Disaster Reduction in Civil Engineering, Department of Geotechnical Engineering, College of Civil Engineering, Tongji University, Shanghai 200092, China

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Abstract

A highrise tower atop short columns in Nantong, China was threatened by excavation of a subway station nearby. Although an elaborate protection plan composed of isolation piles, artificial recharge and underpinning was executed throughout the excavations, the tower underwent unacceptable settlements and notable inclinations. In combination of field measurements and numerical simulations, this paper investigates the tower’s responses to the adjacent excavations, examines the effects of adopted protection plans and explores potential effective protection plans. First, the responses of the tower and the effectiveness of the three implemented measures were examined, and the contributory factors triggering intolerable tower deformations were identified; then, the effects of primary protection parameters were quantified, including the length, stiffness and layout of isolation piles, the water level surrounding recharge wells after recharging and the depth and location of wells, and the length of underpinning piles. It reveals that the underpinning plan had the best protection effect, followed by isolation piles and recharging wells. Construction timing of protection measures and termination manners of recharging are two critical factors in restraining tower deformations. Moreover, underpinning the tower with 36-m long steel pipe piles solely before implementation of adjacent excavations could be another optimal protection scheme.

Keywords highrise tower excavation piled-raft footing protection field performance numerical simulation

Corresponding Author(s): Yong TAN

Just Accepted Date: 02 August 2024 Online First Date: 14 October 2024 Issue Date: 28 November 2024

Cite this article:

Jun-Cheng LIU,Yong TAN. Responses of a short column-supported highrise tower to adjacent deep excavations in water-rich sandy strata and dynamic optimization of protection plans[J]. Front. Struct. Civ. Eng., 2024, 18(11): 1775-1793.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-024-1110-2
https://academic.hep.com.cn/fsce/EN/Y2024/V18/I11/1775

Fig.1 Plan layout of the project site along with instruments (Notes: D = diameter; L = length; s = center-to-center spacing; H_e = final excavation depth; D_m = the minimum distance between the TV tower and excavations).

Soil layer No.	Thickness (m)	Soil classification	Water content, $ω$ (%)	Unit weight, $γ$ (kN/m³)	Cohesion, c (kPa)	Friction angle, $φ$ (° )	Compression modulus, $E 0.1 ? 0.2$ (MPa)	SPT number (blows/0.3 m)	$K v$ (cm/s)	$K h$ (cm/s)
1	1.4–5.8	fill	–	–	–	–	–	–	–	–
2	1.6–8.3	sandy silt	30.7	18.4	7.7	22.0	8.49	9	2.64 × 10^–5	5.22 × 10^–5
3-1	1.4–8.2	sandy silt with silty sand	30.2	18.4	4.5	27.5	11.38	15	1.81 × 10^–3	3.94 × 10^–3
3-2	5.9–12.6	silty sand	29.0	18.6	4.6	32.0	12.96	20	1.27 × 10^–3	4.39 × 10^–3
4-2	1.3–6.8	silty clay with silt	33.6	18.1	11	18.5	5.57	–	4.19 × 10^–6	2.78 × 10^–5
4-2t	2.0–11.7	sandy silt with silty clay	31.2	18.3	6.3	21.0	8.43	17	2.13 × 10^–4	9.79 × 10^–4
5-1	1.7–14.5	silty sand with silt	30.0	18.4	5.2	30.0	9.67	21	4.83 × 10^–4	2.35 × 10^–3
5-2	3.1–14.5	sandy silt with silty clay	30.6	18.3	6.6	27.0	8.69	20	4.60 × 10^–4	1.75 × 10^–3
5-3	5.2–13.2	silty sand with silt	29.9	18.5	4.9	32.0	13.69	31	1.69 × 10^–3	3.39 × 10^–3
6	13.0–17.8	silty sand	28.0	18.7	2.9	35.0	15.38	11	3.22 × 10^–3	6.64 × 10^–3

Tab.1 Summary of the site subsurface conditions

Fig.2 Typical cross-sections of pits 2 to 4: (a) cross section 1-1; (b) cross section 2-2 (Notes: (1) layer 1 = fill, layer 2 = sandy silt, layer 3-1 = sandy silt with silty sand, layer 3-2&6 = silty sand, layer 4-2 = silty clay with silt, layer 4-2t&5-2 = sandy silt with silty clay, layer 5-1&5-3 = silty sand with silt; (2) Ad I&II = relatively impermeable aquitard layer, Aq 0 = phreatic aquifer layer, Aq I&II = confined aquifer layer).

Fig.3 In situ photos of the Nantong TV tower and the HPQ excavation.

Fig.4 Variations of

δ b m

and

ω b

throughout construction of HPQ.

Fig.5 3D FE mesh and geometry of HPQ: (a) 3D model; (b) inner structures.

Fig.6 Details of FE model: (a) pit 2; (b) pit 3; (c) pit 4; (d) isolation and bi-slurry piles; (e) initial and subsequent underpinning piles of the TV tower.

Fig.7 Time-histories of water levels at the two observation wells.

Soil layer No.	$T$ (m)	$E 50 r e f$ (MPa)	$E o e d r e f$ (MPa)	$E u r r e f$ (MPa)	$p r e f$ (kPa)	m	v	$?$ (° )	R
1	2.8	8.9	8.9	44.7	100	0.5	0.38	0	0.65
2	4.9	8.5	8.5	42.4	100	0.5	0.30	0	0.65
3-1	4.7	11.4	11.4	45.5	100	0.5	0.26	0	0.65
3-2	8.8	13.0	13.0	38.9	100	0.5	0.24	2.0	0.7
4-2	5.5	5.6	5.6	22.3	100	0.8	0.32	0	0.65
4-2t	3.8	8.4	8.4	67.4	100	0.5	0.30	0	0.65
5-1	6.8	9.7	9.7	77.4	100	0.5	0.25	0	0.7
5-2	9.0	8.7	8.7	69.5	100	0.8	0.27	0	0.65
5-3	9.8	13.7	13.7	109.5	100	0.5	0.26	2.0	0.65
6	18.9	15.4	15.4	123.0	100	0.5	0.23	5.0	0.65

Tab.2 Soil input parameters in the FE model

Structural element	Unit weight, $γ$ (kN/m³)	Elasticity modulus, E (GPa)	Poisson’s ratio, v
DWs	23	34.5	0.22
CSs	25	30.5	0.20
SPSs	77	205	0.20
Bored piles	23	34.5	0.22
MJS piles	24.5	0.44	0.20
Bi-slurry piles	21	0.06	0.20
Concrete columns	25	30.5	0.20
Steel pipe piles	25	30	0.20
TV tower	5	13.8	0.22

Tab.3 Input parameters for structural elements in the FE model

Fig.8 Comparisons between the simulated and measured data: (a)

δ h

; (b) increments of

δ b m

and

ω b

(Note: the TV tower had experienced a certain tilt of 0.6‰ prior to construction of HPQ).

Fig.9 Contours of soil deformation after construction of HPQ: (a) total translation vector; (b) vertical displacement.

Fig.10 Effects of isolation piles on (a) horizontal ground movement, (b) ground settlement, (c) lateral wall displacement, and (d) earth pressure.

Fig.11 Contours of both groundwater drawdown in aquifers and tower deformation after completion of pit 4: (a)

Δ H

(plan view); (b)

Δ H

(cross section I-I); (c)

δ b m

and

ω b

Fig.12 (a) Groundwater level, (b) pore pressure, (c) effective stress, and (d) strata compression below the tower basement with respect to recharging and no recharging.

Fig.13

δ b m

and

ω b

at various termination manners of recharging water.

Scenario	$δ b m$ (mm)	$ω b$ (‰)	Remark
1	64.77	1.802	the OPP but excluding the underpinning plan
2	44.20	1.501	the OPP
3	32.69	1.128	underpinning the TV tower solely before subway excavation
4	68.43	1.798	installing isolation piles solely before subway excavation
5	74.52	2.173	recharging water solely before subway excavation
6	84.50	2.313	no protection measures

Tab.4

δ b m

and

ω b

at various protection scenarios

Fig.14 Contours of vertical soil settlement below the TV tower at various construction stages: (a) S3; (b) S4; (c) S6.

Fig.15 FE-simulated internal forces of concrete columns: (a) axial force; (b) bending moment.

Fig.16

δ b m

and

ω b

at various parameters of isolation piles: (a)

L i

; (b)

S i / E 0 i

; (c) layout.

Tab.5 Summary of three arrangement layouts of isolation piles

Fig.17

δ b m

and

ω b

at various parameters of recharge wells: (a)

H t

; (b)

L r

; (c) arrangement.

Fig.18 (a) Groundwater level, (b) pore pressure, (c) effective stress, and (d) strata compression below the tower basement at two arrangement scenarios of recharge wells.

Fig.19 Calculated

δ h

corresponding to plans A and B.

Fig.20 Contours of

δ i h

corresponding to (a) plan A; (b) plan B.

Fig.21 Deviations of pore pressure and total lateral earth pressure on both sides of the isolation piles.

Fig.22

δ b m

and

ω b

corresponding to various lengths of underpinning piles.

Tab.6 Summary of four protection schemes for the TV tower

Fig.23

δ b m

and

ω b

at various optimized protection schemes for the TV tower (Note: the measures of each scheme are implemented before excavation of HPQ, and their optimal parameters adopted are as follows: (1) isolation piles, L_i = 32 m and S_i = 0.5E_0i; (2) recharge wells, N = 6, H_t = 3 m BGS, L_r = 40 m, and plan A; and underpinning piles, L_u = 36 m).

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