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Forecasting the impact of buildings with multi-storey underground parts on the displacement of subsoil using modern numerical tools

Hanna Michalak
Hanna Michalak
 oraz 
Paweł Przybysz
Paweł Przybysz
   | 11 gru 2021
Studia Geotechnica et Mechanica's Cover Image
Studia Geotechnica et Mechanica
Tom 43 (2021): Zeszyt s1 (December 2021)
Special Issue: Underground Infrastructure of Urban Areas
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Article Category: Special Issue Article
Data publikacji: 11 gru 2021
Zakres stron: 479 - 491
Otrzymano: 07 wrz 2021
Przyjęty: 31 paź 2021
DOI: https://doi.org/10.2478/sgem-2021-0034
Słowa kluczowe
© 2021 Hanna Michalak et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1

General view of the development (building B).
General view of the development (building B).

Figure 2

Site plan of the investment and existing neighbouring buildings with determination of the A–A test section placement. The outline of the underground part of the new housing complex is marked by a dotted line (own study based on [32], [11]).
Site plan of the investment and existing neighbouring buildings with determination of the A–A test section placement. The outline of the underground part of the new housing complex is marked by a dotted line (own study based on [32], [11]).

Figure 3

Geotechnical cross section [34]
Geotechnical cross section [34]

Figure 4

3D numerical model covering the designed building complex A, B and C, neighbouring buildings and soil.
3D numerical model covering the designed building complex A, B and C, neighbouring buildings and soil.

Figure 5

A numerical model section with the determination of the A–A test section placement.
A numerical model section with the determination of the A–A test section placement.

Figure 6

Phase 2 of the implementation – erecting slurry walls; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 2 of the implementation – erecting slurry walls; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

Figure 7

Phase 4 of the implementation – conducting foundation excavation and supporting it with straining beams; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 4 of the implementation – conducting foundation excavation and supporting it with straining beams; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

Figure 8

Phase 5 of the implementation – conducting foundation excavation to the full depth; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right
Phase 5 of the implementation – conducting foundation excavation to the full depth; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right

Figure 9

Phase 6 of the implementation – implementation of the raft foundation; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 6 of the implementation – implementation of the raft foundation; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

Figure 10

Phase 7 of the implementation – disassembly of straining beams, followed by the construction of walls and columns in the underground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right
Phase 7 of the implementation – disassembly of straining beams, followed by the construction of walls and columns in the underground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right

Figure 11

Phase 8 of the implementation – construction of the underground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 8 of the implementation – construction of the underground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

Figure 12

Phase 9 of the implementation – construction of the above-ground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 9 of the implementation – construction of the above-ground part; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

Figure 13

Phase 14 of the implementation – application of the full-service load; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.
Phase 14 of the implementation – application of the full-service load; graph of vertical displacements of the land surface in the A–A cross section: a) on the left, b) on the right.

The juxtaposition of the vertical displacement values in [mm] of the land surface. from the 3D numerical model in the analyzed implementation phases. for the left side of the A–A test cross–section.

Distance from the excavation (m) 50 46 43 40 37 34 31 29 26 24 21 19 17 15 12 10 8 5 3 2 0
Phase 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Phase 2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.0 −0.1 −0.3 −0.7 −1.2 −1.7 −2.2 −3.0 −3.7 −4.3 −4.8
Phase 3 −0.1 −0.1 −0.2 −0.2 −0.2 −0.2 −0.3 −0.3 −0.3 −0.4 −0.5 −0.6 −0.7 −0.9 −1.1 −1.3 −1.2 −1.4 −1.4 −1.2 −1.0
Phase 4 −0.1 −0.1 −0.2 −0.2 −0.2 −0.2 −0.3 −0.3 −0.3 −0.4 −0.5 −0.6 −0.7 −0.9 −1.1 −1.3 −1.2 −1.4 −1.4 −1.3 −1.0
Phase 5 −1.7 −2.0 −2.2 −2.3 −2.3 −2.4 −2.5 −2.6 −2.7 −3.0 −3.1 −3.0 −2.8 −2.5 −1.8 −1.9 −4.0 −7.1 −11.4 −17.5 −21.0
Phase 6 −1.6 −1.8 −2.0 −2.1 −2.1 −2.2 −2.2 −2.4 −2.5 −2.7 −2.9 −2.9 −2.7 −2.5 −2.0 −2.8 −5.5 −9.4 −14.5 −21.2 −25.6
Phase 7 −1.6 −1.8 −2.0 −2.1 −2.1 −2.1 −2.2 −2.3 −2.4 −2.7 −2.8 −2.8 −2.7 −2.4 −1.9 −2.7 −5.5 −9.4 −14.6 −21.4 −25.9
Phase 8 −1.5 −1.7 −1.9 −1.9 −2.0 −2.0 −2.0 −2.2 −2.3 −2.5 −2.8 −2.7 −2.6 −2.4 −2.1 −3.3 −6.4 −10.5 −15.9 −23.1 −27.8
Phase 9 −1.5 −1.7 −1.9 −1.9 −1.9 −2.0 −2.0 −2.2 −2.2 −2.5 −2.7 −2.7 −2.6 −2.4 −2.1 −3.3 −6.4 −10.5 −15.9 −23.1 −27.9
Phase 10 −1.4 −1.5 −1.7 −1.7 −1.7 −1.7 −1.8 −1.9 −2.0 −2.3 −2.6 −2.6 −2.5 −2.3 −2.1 −3.3 −6.5 −10.7 −16.2 −23.4 −28.2
Phase 11 −1.3 −1.5 −1.6 −1.7 −1.7 −1.7 −1.7 −1.8 −1.9 −2.2 −2.5 −2.5 −2.4 −2.2 −2.0 −3.3 −6.5 −10.7 −16.2 −23.5 −28.3
Phase 12 −1.3 −1.4 −1.5 −1.6 −1.6 −1.6 −1.6 −1.7 −1.8 −2.1 −2.4 −2.4 −2.3 −2.1 −2.0 −3.4 −6.5 −10.8 −16.3 −23.6 −28.5
Phase 13 −1.2 −1.4 −1.5 −1.6 −1.5 −1.6 −1.6 −1.7 −1.8 −2.1 −2.4 −2.4 −2.3 −2.1 −2.0 −3.4 −6.6 −10.8 −16.4 −23.6 −28.6
Phase 14 −0.9 −1.1 −1.1 −1.1 −1.1 −1.1 −1.1 −1.2 −1.3 −1.7 −2.1 −2.2 −2.3 −2.4 −2.8 −4.9 −8.5 −13.3 −19.4 −27.2 −32.4

The juxtaposition of the vertical displacement values in [mm] of the land surface. from the 3D numerical model in the analyzed implementation phases. for the right side of the A–A test cross–section.

Distance from the excavation (m) 0 2 4 6 9 10 12 14 15 17 19 21 25 28 32 35 39
Phase 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Phase 2 −4.9 −4.5 −3.9 −3.1 −2.4 −2.4 −2.0 −1.7 −1.2 −0.8 −0.6 −0.3 −0.1 0.1 0.2 0.3 0.3
Phase 3 −0.5 −1.0 −1.3 −1.3 −1.2 −1.4 −1.3 −1.3 −1.1 −0.9 −0.8 −0.7 −0.5 −0.4 −0.3 −0.2 −0.2
Phase 4 −0.5 −1.0 −1.3 −1.3 −1.2 −1.4 −1.3 −1.3 −1.1 −0.9 −0.8 −0.7 −0.5 −0.4 −0.3 −0.2 −0.2
Phase 5 −10.8 −7.5 −3.3 −1.5 −0.8 −0.7 −1.2 −1.8 −2.2 −2.4 −2.6 −2.8 −3.0 −3.0 −2.9 −2.8 −2.7
Phase 6 −15.9 −11.6 −6.7 −4.1 −2.6 −2.2 −2.2 −2.4 −2.6 −2.6 −2.7 −2.7 −2.7 −2.7 −2.6 −2.5 −2.4
Phase 7 −16.4 −12.0 −7.0 −4.3 −2.7 −2.2 −2.1 −2.4 −2.5 −2.5 −2.6 −2.6 −2.6 −2.6 −2.5 −2.4 −2.3
Phase 8 −18.3 −13.6 −8.3 −5.3 −3.5 −2.9 −2.6 −2.7 −2.7 −2.6 −2.6 −2.5 −2.5 −2.4 −2.3 −2.2 −2.1
Phase 9 −18.3 −13.6 −8.2 −5.3 −3.4 −2.8 −2.6 −2.6 −2.6 −2.6 −2.5 −2.5 −2.4 −2.3 −2.3 −2.2 −2.1
Phase 10 −18.5 −13.7 −8.4 −5.4 −3.5 −2.9 −2.6 −2.6 −2.6 −2.5 −2.4 −2.4 −2.3 −2.2 −2.2 −2.1 −2.0
Phase 11 −18.7 −13.9 −8.5 −5.5 −3.6 −3.0 −2.6 −2.6 −2.6 −2.5 −2.4 −2.4 −2.3 −2.2 −2.1 −2.0 −2.0
Phase 12 −18.8 −14.0 −8.6 −5.5 −3.6 −3.0 −2.7 −2.6 −2.5 −2.5 −2.4 −2.3 −2.2 −2.1 −2.0 −2.0 −1.9
Phase 13 −18.9 −14.1 −8.7 −5.6 −3.7 −3.1 −2.7 −2.7 −2.6 −2.5 −2.4 −2.3 −2.2 −2.1 −2.0 −1.9 −1.9
Phase 14 −22.7 −17.5 −11.4 −7.8 −5.4 −4.7 −4.0 −3.5 −3.0 −2.7 −2.4 −2.2 −2.0 −1.8 −1.6 −1.5 −1.5

Subsoil parameters adopted in the model of the subsoil on the basis of the documentation [34].

Layer No Compaction index Plasticity index Weight/unit volume Friction angle Cohesion Dilatancy angle Poisson ratio Compression modulus based on CPT probing Modulus of elasticity based on CPT probing
ID IL γ (kN/m3) ϕ (°) c (kPa) ψ (°) ν M (kPa) E (kPa)
I – – 16–18 24 – – 0.25 – 15,000
IIa – 0.3 20 – – – 0.32 5,000 3,500
IIb – 0.1–0.2 21.5 15 17 – 0.32 15,000 10,500
IIIa 0.4 – 18.5 32 – 2 0.25 75,000 62,500
IIIb 0.6 – 19.0 34 – 4 0.25 110,000 91,700
IV 0.4–0.6 – 17.5 31 – 1 0.30 90,000–120,000 78,000
V – 0.0 21 22 40 – 0.29 >45,000 34,400
VIa – 0.05–0.2 19.5 11 54 – 0.37 20,000–30,000 14,100
VIb – 0.0 21 13 60 – 0.37 >30,000 17,000
eISSN:
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Język:
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Częstotliwość wydawania:
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Dziedziny czasopisma:
Geosciences, other, Materials Sciences, Composites, Porous Materials, Physics, Mechanics and Fluid Dynamics
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