MTK-GW: A Sequential Control-Mode Qualification Procedure for Adjacent Structures in the Vicinity of Deep Excavations

The main methodological development introduced in MTK-GW 2.0 is the transformation of control modes T0–T4 into mechanism-matched control states. The required control mode is not selected only according to the general intensity of excavation impact, but according to the dominant threat mechanism identified from the object settlement-trough signature. The proposed SNO-GW module defines the Object Settlement-Trough Signature as a vector composed of normalised mean settlement, differential settlement, angular distortion, trough curvature, object-assigned settlement area, rate of angular distortion and local trough irregularity. The dominant threat mechanism is then identified from this signature. For each control mode, a Control Observability Matrix is introduced. This matrix describes how effectively a given mode observes each potential deterioration mechanism. The Control Blind-Spot Matrix identifies which mechanisms remain insufficiently observed by a given mode. A control mode is accepted only when it provides sufficient compatibility with the dominant mechanism and does not leave critical blind spots. In this form, MTK-GW 2.0 does not merely assign a higher or lower control level. It selects a mechanism-matched control state, written as TiDMZ, for example T3Δs+βT3Δ s+βT3Δs+β meaning increased control specifically targeted at differential settlement and angular distortion. MDO-GW 2.0→RPSO-GW→SNOo→DMZo→MSPKo,Ti→TiDMZ MTK-GW Method — References [1] Kotlicki, W., Łukasik, S., Godlewski, T., Bogusz, W. (2020). Ochrona zabudowy w sąsiedztwie głębokich wykopów. Wytyczne. Warszawa: Instytut Techniki Budowlanej. [2] Wysokiński, L., Kotlicki, W. (2002). Ochrona zabudowy w sąsiedztwie głębokich wykopów. Instrukcja ITB nr 376/2002. Warszawa: Instytut Techniki Budowlanej. [3] PN-EN 1997-1:2008. Eurokod 7: Projektowanie geotechniczne. Część 1: Zasady ogólne. [4] PN-EN 1997-2:2009. Eurokod 7: Projektowanie geotechniczne. Część 2: Rozpoznanie i badanie podłoża gruntowego. [5] PN-EN 1990:2004. Eurokod: Podstawy projektowania konstrukcji. [6] ISO 13822:2010. Bases for design of structures — Assessment of existing structures. [7] Burland, J. B., Wroth, C. P. (1974). Settlement of buildings and associated damage. In: Proceedings of the Conference on Settlement of Structures, Cambridge. London: Pentech Press, pp. 611–654. [8] Boscardin, M. D., Cording, E. J. (1989). Building response to excavation-induced settlement. Journal of Geotechnical Engineering, ASCE, 115(1), 1–21. [9] Clough, G. W., O’Rourke, T. D. (1990). Construction-induced movements of in situ walls. In: Design and Performance of Earth Retaining Structures, ASCE Geotechnical Special Publication No. 25, pp. 439–470. [10] Peck, R. B. (1969). Deep excavations and tunnelling in soft ground. In: Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering, Mexico City, State-of-the-Art Volume, pp. 225–290. [11] Moormann, C. (2004). Analysis of wall and ground movements due to deep excavations in soft soil based on a new worldwide database. Soils and Foundations, 44(1), 87–98. [12] Florczak, M. (2026). MKPO-GW Method: A Multi-Criteria Classification Framework for Assessing Building Susceptibility to Deep Excavation Impact. Conceptual preprint / methodological proposal. [13] Florczak, M. (2026). MKPO-GW/WPO Indicators Addendum: Authorial Mathematical Extension of the MKPO-GW/WPO Framework. Conceptual preprint / methodological addendum. [14] Florczak, M. (2026). WNO/STII — Settlement Trough Irregularity Indicator as a Supporting Tool for the Assessment of Deep Excavation Impact. Conceptual preprint / methodological proposal.