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$Drilling-induced tensile wall-fractures - Stanford University$

0.5 0.4 0.3 0.2 0.1 0.5 0.4 0.3 0.2 0.1 0 −0.1 −0.2 −0.3 −0.4 −0.5 −0.5 −0.4 −0.3 −0.2 −0.1 0 0.1 0.2 0.3 0.4 0.5 0.5 0.4 0.3 0.2 0.1 0 −0.1 −0.2 −0.3 −0.4 0 −0.1 −0.2 −0.3 −0.4 (a) −0.5 −0.5 −0.4 −0.3 −0.2 −0.1 0 0.1 0.2 0.3 0.4 0.5 (b) (c) −0.5 −0.5 −0.4 −0.3 −0.2 −0.1 0 0.1 0.2 0.3 0.4 0.5 Figure 4.11. Contour plots of the near tip stress fields generated around an anticrack (white slot) oriented symmetric to the remote principal stresses (in this case an isotropic state of remote stress). Dimensions are in meters, stress magnitude are normalized by the remote value: (a) σ11. (b) σ22 (c) σ12. 100 0 2.8 2.6 2.4 2.2 2 1.8 1.6 1.4 1.2 1 2.8 2.6 2.4 2.2 2 1.8 1.6 1.4 1.2 1 0.4 0.3 0.2 0.1 −0.1 −0.2 −0.3 −0.4
immediately ahead of the tip, while shear stress (σ12) is distributed in an anti-symmetric quadrant pattern around it. Because each new increment of growth extends a small distance (r) from the existing tip, it is natural to think in terms of a local polar coordinate system centered at the tip (Figure 4.10), with propagation occurring in the direction for which the circumferential normal stress (σθθ) is a maximum, provided that this exceeds the compressive yield strength of the material. Expressed in terms of opening-mode cracks (tension positive), this is the maximum circumferential stress criterion of Erdogan and Sih (1963). For the symmetric anticrack configuration described above, representing pure mode I loading and displacements, the distribution of the polar-coordinate stresses as a function of θ resembles those illustrated in Figure 4.12a, where σθθ max occurs at θ = 0. This indicates that propagation would continue along a straight path. If even a small amount of positive mode II displacement (left-lateral shear) is resolved across the tip of the anticrack, however, the next increment of propagation will diverge at a substantial angle to the negative (clockwise) side of the θ = 0 axis (Figure 4.12b). In effect, the anticrack tip attempts to reorient itself to remain symmetric to the perturbed local maximum principal compressive stress (i.e. along a path for which the local shear stress is zero). Successive small increments of shearing along the propagation path will result in a smoothly curving CB. Excluding variations in effective remote loading (e.g. due to tectonic changes, regional faulting or slip along major dune boundaries), there are two primary ways for shear to become resolved on the model anticrack tip: either it deviates from its symmetric path due to some grain-scale heterogeneity, or it propagates into the perturbed stress field generated by an adjacent anticrack. The first case results in the resolution of shear on the deviant tip from the remote loading. If σ11 r > σ22 r (i.e. a significant remote differential stress exists), then the sense of shear resolved rotates σθθ max back toward the original symmetric propagation path inhibiting further deviation (Figure 4.13a). As σ11 r approaches σ22 r in compressive magnitude, however (minimal remote differential stress), little or no path-correcting shear is resolved on the tip (Figure 4.13b). This analysis corresponds to that of Cotterell and Rice (1980) on the effect of remote crack-parallel stress on the propagation stability of opening-mode cracks except that, because anticracks 101
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STRUCTURAL GEOLOGY, PROPAGATION MEC
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Abstract Low-porosity, low-permeabi
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delivered with fortitude, humor, su
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Chapter 3—Energy-release model of
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List of Illustrations Figure A. Cov
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Figure A. Cover photo that accompan
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likely present in subsurface sandst
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hooking-tip interactions—using th
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and sandstone, my co-authors—Moha
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the hard data from which accurate p
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Although the Aztec sandstone experi
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Waterpocket Fault 36 o 26‘ N 0 1
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Cenozoic Mesozoic Paleozoic Quatern
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3.3. Deformation The Aztec also has
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There also are relatively high-angl
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(e) (f) (c) 500µm compaction band
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dihedral angle of 80° or more, and
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5. Compaction band orientations Ori
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n = 20 M n = 20 P n = 22 B n = 20 R
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were encountered, giving the dihedr
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Eichhubl et al., 2004) did not lend
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P (a) (c) S P S Figure 1.10. Stereo
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possible, and use these to better c
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1.5(ρgz) (b) WEST Willow Tank Uppe
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9. Acknowledgements My sincere than
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The term compaction band (CB) was c
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Pollard, 2002). The particular util
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Hue-based image analysis using MATL
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a direct genetic relationship (Hill
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Compaction band fin Depositional be
Page 62 and 63: suggests—that to first approximat
Page 64 and 65: Porosity Porosity 0.3 0.25 0.2 0.15
Page 66 and 67: pore-clogging clay—due presumably
Page 68 and 69: 500 µm Figure 2.9. Electron backsc
Page 70 and 71: (a) (b) σ 3 σ 1 x 3 x 1 x 1 (c) u
Page 72 and 73: 6. Elastic properties Despite a lon
Page 74 and 75: Comparison of the two approaches es
Page 76 and 77: term in (6a) and (6c) begins to dom
Page 78 and 79: MPa MPa 80 70 60 50 40 30 20 10 0 0
Page 80 and 81: 2002) and use a BEM approach (Crouc
Page 82 and 83: MPa 10 4 10 3 10 2 10 1 10 −5 10
Page 84 and 85: concentration of quartz plasticity
Page 86 and 87: conducted on well-cemented sandston
Page 88 and 89: ~ 62 m compaction band trend 500µm
Page 90 and 91: Sternlof et al. (2005) have suggest
Page 92 and 93: 2005). It consists of a long (infin
Page 94 and 95: ⎡ ∆ ⎤ ⎧ p 1 ∆ ⎛ M ⎞
Page 96 and 97: which point the inelastic strain ha
Page 98 and 99: they can exert significant effects
Page 100 and 101: interact is inversely proportional
Page 102 and 103: (a) (b) (c) (d) Figure 4.3. Typical
Page 104 and 105: Viewed individually, CB traces tend
Page 106 and 107: (a) (b) (c) (d) (e) (f) Figure 4.7.
Page 108 and 109: 1973; Mardon, 1988; Peck et al., 19
Page 110 and 111: undamaged host rock. That CBs canno
Page 114 and 115: Normalized stress magnitude 3 2.5 2
Page 116 and 117: helps to explain why the oblique ap
Page 118 and 119: and ts = G·ds + H·dn (2) where tn
Page 120 and 121: plastic compaction, as suggested by
Page 122 and 123: To determine the sensitivity of pro
Page 124 and 125: segments will self-correct to provi
Page 126 and 127: 6.3. Approaching tip interactions A
Page 128 and 129: 0.2 0.15 0.1 0.05 0 −0.05 −0.1
Page 130 and 131: 0.2 0.15 0.1 0.05 0 −0.05 −0.1
Page 132 and 133: the hooking patterns commonly obser
Page 134 and 135: (a) (b) (c) σ1 compaction band max
Page 136 and 137: σ 3 σ 2 σ 1 Figure 4.24. Schemat
Page 138 and 139: NV UT CA AZ Park Road Map Detail Pa
Page 140 and 141: compaction band Figure 5.2. Typical
Page 142 and 143: 3. Computational method The methodo
Page 144 and 145: compaction band A 5 mm A‘ compact
Page 146 and 147: 4. Application to the Aztec sandsto
Page 148 and 149: Permeability (mD) 10 4 10 3 10 2 10
Page 150 and 151: B‘ A‘ A c f m c m c f c f c f c
Page 152 and 153: equivalent of the Aztec sandstone,
Page 154 and 155: effective permeability represents a
Page 156 and 157: NV UT CA AZ Park Road Map Detail Pa
Page 158 and 159: Commonly from ~1 mm to ~1.5 cm in t
Page 160 and 161: Although systematic arrays of DBs p
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to 2 m, with both sets in a cross-h
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y identical blocks all subject to t
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contiguous areas. This type of char
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(0,b) n 3 (0,0) f 2 n 2 n 1 (a,0) (
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6.1. Parallel Effective permeabilit
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By contrast, band-parallel effectiv
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Relative Effective Permeability 1.0
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(a) (b) (c) 0 meters 3 = 10-2 kb /k
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Though grossly systematic, anastomo
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168
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100 meters 5 meters NV UT CA AZ Par
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compaction band trend 500µm Figure
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Cover Outcrop Band N 100 meters 20
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(CBs) and the matrix rock in all si
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The finite volume discretization fo
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isotropic) can lead to numerical di
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5. Simulations Three sets of 2-D si
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Normalized ∆P ∆P ratio (n/p) 4.
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P P P P I I P P Case 1 P P Case 2 I
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Case 1 Case 1 Case 1 (a) (b) (c) In
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5.2.2. Discussion The elliptical pa
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5.3.1. Results With the regional gr
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(a) (b) Leak 200 meters Regional gr
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anticipated sustainable pumping rat
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Finally, there is the issue of fore
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200
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Bakke, S., and Øren, P. E., 1997,
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Carpenter, D. G., and Carpenter, J.
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Eichhubl, P., Taylor, W. L., Pollar
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Karimi-Fard, M., Durlofsky, L. J.,
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-, 1987, Fracture from a straight c
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Shipton, Z. K., and Cowie, P. A., 2
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Wong, T. F., David, C., and Zhu, W.
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