Scientific and technical justification of geotechnical solutions for multi-storey dwellings foundations strengthening in the event of a roll

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When constructing multi-storey dwellings in weak soils areas, the risk of a roll (the structure deviation from the vertical axis) is one of essential risks affecting operational reliability. The roll of a building maximum normative value is regulated by SP 22.13330.2016 “SNiP 2.02.01–83* Foundations of buildings and structures” and is assumed to be equal to i=0.004 H, where H is the building under study height. The case of a 16-storey dwelling with built-in commercial and public facilities construction in difficult engineering and geological conditions and in the presence of overlapping soils with weak dusty clay loams layers is considered. One of the building sections get the roll significantly exceeding the permissible values in accordance with the norms of SP 22.13330.2016. The analysis of the construction site engineering and geological conditions, the building structure features and the numerical modeling results of the changes in the base stress-strain state during construction is presented. The proposed and implemented methods of the damaged building foundation strengthening are analyzed. The results of the building foundations deformations monitoring are presented in comparison with the numerical calculation results.

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作者简介

R. Mangushev

Saint-Petersburg State University of Architecture and Civil Engineering

编辑信件的主要联系方式.
Email: ramahgushev@yandex.ru

Corresponding member of RAACS, Doctor of Sciences (Engineering), Professor, Honored Scientist of the Russian Federation

俄罗斯联邦, 4, 2nd Krasnoarmeyskaya Street, Saint Petersburg, 190005

V. Chik

Institute of Housing NIPTIS named after S.S. Atayeva

Email: ramahgushev@yandex.ru

Director

白俄罗斯, 15, F. Skariny Street, Minsk, 220076

V. Pilipenko

Institute of Housing NIPTIS named after S.S. Atayeva

Email: ramahgushev@yandex.ru

Doctor of Sciences (Engineering), Foreign member of RAACS, Professor

白俄罗斯, 15, F. Skariny Street, Minsk, 220076

A. Osokin

Saint-Petersburg State University of Architecture and Civil Engineering

Email: ramahgushev@yandex.ru

Candidate of Sciences (Engineering), Honored Builder of the Russian Federation

俄罗斯联邦, 4, 2nd Krasnoarmeyskaya Street, Saint Petersburg, 190005

F. Kalach

Saint-Petersburg State University of Architecture and Civil Engineering

Email: ramahgushev@yandex.ru

Engineer

俄罗斯联邦, 4, 2nd Krasnoarmeyskaya Street, Saint Petersburg, 190005

V. Polunin

Saint-Petersburg State University of Architecture and Civil Engineering

Email: ramahgushev@yandex.ru

Candidate of Sciences (Engineering) 

俄罗斯联邦, 4, 2nd Krasnoarmeyskaya Street, Saint Petersburg, 190005

参考

  1. Abelev M.Yu., Chunyuk D.Yu., Brovko E.I. Straightening the rolls of high-rise industrial and civil buildings. Promyshlennoe i Grazhdanskoe Stroitel’stvo. 2016. No. 11, pp. 54–59. (In Russian). EDN: XACMXT
  2. Mangushev R.A., Dyakonov I.P., Osokin A.I., Kalach F.N., Bashmakov I.B. Ensuring safe construction in conditions of dense urban development of the historical center of St. Petersburg using monitoring (on the example of the Shuvalov Palace). Geotechnica. 2023. Vol. 15. No. 4, pp. 44–59. (In Russian). EDN: RQKCVG. https://doi.org/10.25296/2221-5514-2023-15-4-44-59
  3. Abelev M.Yu., Averin I.V., Chunyuk D.Yu. The experience of building structures on landslide slopes in seismic areas. Osnovaniya, Fundamenty i Mekhanika Gruntov. 2022. No. 5, pp. 28–32. (In Russian). EDN: XGZLEB
  4. Mangushev R.A., Osokin A.I., Sotnikov S.N. Geotekhnika Sankt-Peterburga. Opyt stroitel’stva na slabykh gruntakh [Geotechnics of St. Petersburg. The experience of construction on weak soils]. Moscow: ASV. 2018. 386 p.
  5. Abelev M.Yu., Krasnovsky B.M. Technologies for the installation of slab foundations of 17-storey panel buildings. Promyshlennoe i Grazhdanskoe Stroitel’stvo. 2021. No. 4, pp. 40–46. (In Russian). EDN: SFLDVD. https://doi.org/10.33622/0869-7019.2021.04.40-46
  6. Abelev M.Yu., Krasnovsky B.M. Features of winter concreting of medium-massive monolithic foundations of high-rise buildings. Promyshlennoe i Grazhdanskoe Stroitel’stvo. 2020. No. 10, pp. 78–86. (In Russian). EDN: VGZWCD. https://doi.org/10.33622/0869-7019.2020.10.78-86
  7. Mangushev R.A., Osokin A.I., Usmanov R.A. Ustroistvo i rekonstruktsiya osnovanii i fundamentov na slabykh i strukturno-neustoichivykh gruntakh. Pod red. R.A. Mangusheva [Construction and reconstruction of foundations and foundations on weak and structurally unstable soils. Edited by R.A. Mangushev]. Saint Peterburg: Lan. 2018. 460 p.
  8. Osokin A.I., Tatarinov S.V., Serebryakova A.B., Levintov G.V., Denisova O.O. Experience of geotechnical monitoring at underground construction sites in weak soils: features and definition of technological risk criteria. Geotechnica. 2023. Vol. 15. No. 4, pp. 60–78. (In Russian). EDN: NNJPUF. https://doi.org/10.25296/2221-5514-2023-15-4-60-78
  9. Mangushev R., Osokin A. Strengthening of the buildings and structures foundations- architectural monuments and their adaptation to modern use in the Northern Metropolis (on the example of St. Petersburg). Proceeding of 7th Int. Symposium on Transportation Soil Engineering in Cold Regions «TRANSOILcold2025». Incheon. Repablic of Korea. 2025, pp. 35–44.
  10. Osokin A. Features of the application of pile technologies in restrained urban conditions in the historical downtown of Saint-Petersburg on the soft soils. Proceeding of the 17th Asian regional on soil mechanics and geotechnical engineering conference (17ARC), Astana, Kazakhstan, 14–18 August 2023. In the book: Smart Geotechnics for Smart Societies. Astana: CRC Press. 2023, pp. 1538–1543. https://doi.org/10.1201/9781003299127-226
  11. Osokin A., Kalach F., Nozdrya V., Isaev V. Contemporary geotechnical solution for bases and foundations of emergency-deformed buildings-monuments on weak soil. E3S Web of Conferences. 371, 02003. AFE-2022. 2023, pp. 1–8.

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2. Fig. 1. General view of the 17-storey building (a) and a graph of the development of the building opposite walls base plate deformations during its alignment (b)

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3. Fig. 2. General view (a) and the 6-storey dwelling vertical section (b), where excess deformations are recorded

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4. Fig. 3. Characteristic section of the construction site ground base

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5. Fig. 4. Results of the base soils static probing with the sand thickness marking (yellow) and highly deformable soils (red) for sections 1 (a) and 2 (b)

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6. Fig. 5. Situational layout of the building sections (static probing points are indicated – additional surveys to clarify the site engineering and geological structure features)

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7. Fig. 6. Fragment of the building sections 1 and 2 structures in the area of the axes «Б–В». There is no deformation seam

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8. Fig. 7. Arrangement of the piles along one of the sections

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9. Fig. 8. The implemented design solution for weak soils strengthening at the grillages base(a) and the scheme of the IS-1/2 injection well (b). The black rods indicate injection wells.

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10. Fig. 9. Actual total vertical deformations according to geodetic marks (on August 2023) since the construction start (January 2018)

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11. Fig. 10. Graph of the base deformations development in time (after the end of the frame structures construction)

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12. Fig. 11. Graph of the deformations development of in time on 03/24/2024

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13. Fig. 12. General view of the Object calculated model (a) and visualization of the piles tip location in a three-dimensional geological environment (b). Yellow indicates sandy soils, pink – piles

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14. Fig. 13. Isofields of complete finite calculated deformations. The maximum calculated precipitation value is 0.75 m

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15. Fig. 14. General view of the building calculated complex model (a) and the model of the building pile foundation (b). Existing multi-length piles are indicated in red; additional borehole piles are indicated in green, and ribbon grillings are indicated in blue

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16. Fig. 15. Isofields of the soil mass calculated deformations at the grillage sole level

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17. Fig. 16. Values of the maximum longitudinal compressive forces in drilling piles. The maximum calculated value is N=490 kN

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18. Fig. 17. General view (a) and the reinforcement drilling pile static tests results (b) directly

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19. Fig. 18. Fragment of the working reinforcement design with an indication of the tape grillings (a) and the piles assembly in the building structural scheme (b)

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20. Fig. 19. General view of the completed works in the building basement

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