Abstract

Advancing production from the Groningen gas field to full depletion generates substantial, field-scale deformation, and surface subsidence. Quantifying associated risk requires understanding physical processes in the subsurface, in particular those related to deformation of the Permian sandstone reservoir. Here, we report the results of a large experimental study, using fresh core material taken from the center of the field. By subjecting the material to depletion and slight unloading, complemented with a range of rock property measurements, we determine what rock physical properties control production-induced compaction in the material. Our results show that, although a large part of the deformation can be explained by classical linear poroelasticity, the contribution of inelastic (permanent) deformation is also significant. In fact, it increases with progressing pressure depletion, i.e. with increasing production. Utilizing univariate and multivariate statistical methods, we explain the additional inelastic deformation by direct effects of porosity, packing, and mineral composition. These proxies are in turn related to the depositional setting of the Permian reservoir. Our findings suggest that field-scale subsidence may not only be related to the often-used rock porosity, but also to packing, and composition, hence the local depositional environment. This motivates alternative assessments of human-induced mechanical effects in sedimentary systems.

Highlights

  • Induced seismicity and surface subsidence are occurring worldwide, with increased frequency, and are associated to a number of different anthropogenic activities[1,2]

  • Parameterizing the stress-strain response during the final deflation step following each first depletion step yields the recoverable response for that particular pore pressure step, and the stress response required to maintain the uniaxial-strain boundary conditions from which the horizontal depletion path constant γh can be calculated using the expression γh = ΔSrad/ΔPp16, where ΔSrad is the change in radial stress applied by the confining pressure, and ΔPp is the change in pore pressure, as recorded during the execution of the UPPD protocol

  • Basic strength characterization by means of Triaxial Compressive Strength (TCS) testing is presented in Fig. 2 in p′-q space, presenting the mean effective stress p′ = 1⁄2(Sax′ + Srad′) and deviator stress q = 1⁄2(Sax − Srad) of selected sample sets, where Sax is the applied axial stress, from which we infer that the failure behavior displays a classic brittle shear response

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Summary

Response variable

Cm_4.8__9 Cm_14.3__9 Cm_25.14__5 Cm_26.30__3 Cm_35.25__1 Cm_tot E_loading Gamma_4.8__9 Gamma_14.3__9 Gamma_15.19__4 Gamma_25.14__5 Gamma_35.25__1. Kb_in.situ__2 Kb_loading Ks.loading nu_4.8__9 nu_15.19__4 nu_26.30__3 nu_loading. Predictor Variable porosity_Hg_Chloro_ skewness_MoM_geo qtz_bulk + plag_bulk + (ill + mica)_bulk K-f_bulk + dol_bulk + (kao + chl)_bulk porosity_Hg_Chloro_ skewness_MoM_geo qtz_bulk + plag_bulk + (ill + mica)_bulk K-f_bulk + dol_bulk + (kao + chl)_bulk porosity_Hg_Chloro_ skewness_MoM_geo qtz_bulk + plag_bulk + (ill + mica)_bulk K-f_bulk + dol_bulk + (kao + chl)_bulk porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_ phyllosilicate_tot porosity_Hg_Chloro_ kurtosis_MoM_geo porosity_Hg_Chloro_ porosity_Hg_Chloro_ sorting_MoM_geo kurtosis_MoM_geo phyllosilicate_tot porosity_Hg_Chloro_ kurtosis_MoM_geo sorting_MoM_geo porosity_Hg_Chloro_ porosity_Hg_Chloro_ sorting_MoM_geo kurtosis_MoM_geo phyllosilicate_tot kurtosis_MoM_geo sorting_MoM_geo porosity_Hg_Chloro_ porosity_Hg_Chloro_ porosity_Hg_Chloro_

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