Evaluation method and engineering application of in−situ stress of deep tight sandstone reservoir in the second member of Xujiahe Formation in Xiaoquan−Fenggu area, western Sichuan
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摘要:
研究目的 川西坳陷孝泉—丰谷地区须二段砂岩气藏的勘探开发潜力巨大，但该地区埋藏较深且构造复杂、断缝系统多期叠加，使得地应力频繁变化，制约了该区井位轨迹设计与压裂改造的有效实施，故需对该区地应力大小进行精细评价，为工程开发提供建议从而提高产能。
研究方法 基于岩石力学、声发射实验及差应变分析等实验测试方法，并结合常规测井、特殊测井及水力压裂等资料分析，优选了适应于深层块状均质致密砂岩储层的地应力大小实验测试方法，并在单点地应力大小准确评价的基础之上，构建了研究区分构造变形单元分层的单井地应力大小连续测井解释模型，查明了纵向上地应力大小变化结构类型及分布规律。
研究结果 研究表明差应变分析法计算的地应力大小精确度最高，为更能够准确表征深层均质块状致密砂岩地应力大小的实验方法。测试结果显示须二段属于Ⅲ类地应力类型，处于走滑应力状态，存在部分逆冲挤压应力状态；在井点测试的基础上，形成了基于井壁影像反演的地应力大小评价技术；地应力大小结构变化在纵向上分为5种类型，其中南北向（SN）三级以上断层和南北向（SN）褶皱或北东东向（NEE）褶皱变形的高部位以低低高（LLH）型和低应力（LC）型为主，在小规模断层或平缓构造区以高低高（HLH）型或高低低（HLL）型为主。
结论 建议选择低低高（LLH）型地应力剖面进行工程开发，其纵向上可穿透更多含气层，同时避开底层底水，预防生产早期快速见水，故应选择二—三级南北向断层和南北或北东向纵弯褶皱区须二2中上段进行水力压裂改造。
Abstract:This paper is the result of oil and gas exploration survey engineering.
Objective Xiaoquan−Fenggu area in the western Sichuan Basin has huge potential for exploration and development of Xujiahe Formation gas reservoirs. However, due to the region's deep burial, complex structure, and multiple superimposed fault systems that cause frequent variation in stress orientation, effective well placement design and hydraulic fracturing practices have been limited. Therefore, it is necessary to evaluate the precise magnitude of in−situ stress in this area to provide recommendations for engineering development and increase production capacity.
Methods Experimental methods such as rock mechanics, acoustic emission testing, and differential strain analysis combined with conventional logging, special logging, and hydraulic fracturing data were used to experimentally test the in−situ stress magnitude in deep heterogeneous blocky tight sandstone reservoirs. Based on accurate evaluation of single−point in−situ stress magnitude, a logging interpretation model was established for the subdivision of tectonic units in the study area, examining structural variation of in−situ stress magnitude and distribution along a single well.
Results Our study showed that differential strain analysis provided the most accurate measurement of stress in heterogeneous tight sandstone reservoirs. Test results indicated that the Xujiahe Formation belongs to the type III in−situ stress category and exists in a strike−slip stress state with partial compression and thrust stress states. Based on single−point test data, we developed a technique to evaluate in−situ stress magnitude by utilizing borehole image inversion. Structural changes in in−situ stress magnitude were divided vertically into five types, whereby high positions of north−south (SN) faults with grades above three and folds in SN or northeast−trending (NEE) resulted predominantly in low−low−high (LLH) or low stress (LC) profiles. Meanwhile, small−scale faults or gentle deformation areas had high−low−high (HLH) or high−low−low (HLL) profiles.
Conclusion A low−low−high (LLH) stress profile was suggested for engineering development to penetrate more gas layers vertically, while avoiding bottom water and preventing rapid water breakthrough during early production. Therefore, it is recommended to select the second to third order north−south(SN) trending faults and north−south(SN) or northeast trending(NE) longitudinal flexure zones located in the middle−upper part of the second layer of the second member of Xujiahe Formation.
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表 1 水力压裂法计算的地应力大小的数据结果
Table 1. Results of the magnitude of in-situ stress calculated using hydraulic fracturing
井号 层位 测试段中深/m 最大主应力/MPa 最小主应力/MPa 垂向主应力/MPa 井所在构造位置 CH127 须二 4581.50 141.35 101.35 114.61 F6上盘 GM2 须二1 4713.00 146.99 122.99 116.51 F23上盘 GM2 须二2 4776.00 150.31 122.31 116.19 F23上盘 GM2 须二3 4845.00 149.87 109.87 118.82 F23上盘 GM3 须二3 4920.00 157.31 125.31 121.15 H7上盘 GM4 须二4 4882.00 153.06 113.06 113.98 F44上盘 X10 须二2 4717.00 138.68 103.00 117.99 F24上盘 X10 须二6 5042.00 153.00 112.40 125.92 F24上盘 X10-2 须二2 4732.00 143.96 83.96 111.41 新场构造七郎庙高点 X10-2 须二4 4880.00 154.18 94.18 114.89 新场构造七郎庙高点 X10-2 须二4 4851.50 154.22 94.22 114.22 新场构造七郎庙高点 X11 须二4 4917.00 145.00 113.00 121.45 新场构造七郎庙高点北翼 X209 须二4 4868.00 153.66 104.46 124.16 新场构造七郎庙高点 X5 须二3 4880.00 155.05 107.05 119.68 F4上盘 X8-1H 须二2 4880.00 141.92 101.52 117.29 F3下盘 XC12 须二8 5250.13 162.31 102.31 128.76 孝泉构造 XS1 须二1 4496.00 127.37 87.37 112.03 F8上盘 XS101 须二1 4598.00 144.79 112.79 114.12 F9-1上盘 XS101 须二2 4807.00 149.07 109.07 120.25 F9-1上盘 XS101 须二2 4786.00 150.43 110.43 118.79 F9-1上盘 XS101 须二2 4709.00 144.63 104.63 115.49 F9-1上盘 XS101 须二2 4634.00 143.50 103.50 112.29 F9-1上盘 
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表 2 孝泉—丰谷地区须二段声发射实验测试的三向应力值的测试结果数据
Table 2. Test results of the three−direction stress value of the acoustic emission test of the second member of the Xuxujiahe Formation in the Xiaoquan–Fenggu area
井号 层位 井深/m Kaiser点应力值/MPa 最大主应力/MPa 最小主应力/MPa 垂向主应力/MPa 0° 45° 90° 垂直 XS1 须二1 4487.00 101.33 82.10 88.62 101.29 118.76 90.04 110.71 X11 须二2 4762.24 116.16 92.74 99.78 119.56 135.26 100.68 129.56 CG561 须二4 4943.80 112.74 89.51 97.28 109.74 132.71 98.07 120.12 XC12 须二4 4766.83 111.67 95.32 106.53 114.13 133.13 105.09 124.14 X501 须二6 5270.70 120.87 99.48 110.79 117.80 144.01 109.79 128.87
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表 3 孝泉—丰谷地区须二段差应变实验测试的三向应力值的测试结果数据
Table 3. Test results of triaxial stress value of the second member of Xujiahe Formation in Xiaoquan–Fenggu area
井号 层位 深度/m 三向主应力/MPa 最大主应力 最小主应力 垂向主应力 CX560 须二2 4810.97 141.00 102.00 125.00 CH127 须二1 4566.14 135.09 100.65 111.87 CH127 须二2 4639.29 137.60 104.72 113.66 X10 须二4 4882.06 148.86 107.93 119.61 X10 须二4 4884.04 140.75 104.76 119.66
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表 4 研究区样品地应力大小计算实例
Table 4. Calculation example of in-situ stress of samples in the study area
样品编号 深度/m 诱导缝形态 差应力系数 端面尺寸/mm Δd/μm 弹性模量/GPa 泊松比 最大水平主应力/MPa 最小水平主应力/MPa dmax dmin X10井 4928.92 马鞍形 0.25~0.30 69.207 69.157 50 45.359 0.182 120.23~138.72 92.48~110.98
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表 5 不同构造变形单元内不同层位构造应力系数反算结果
Table 5. Back−calculation results of tectonic stress coefficient of different layers in different tectonic deformation units
层位 构造应力系数 构造变形单元 新场 合兴场 丰谷 TX21–TX23 A 0.982 1.102 1.060 B 0.510 0.650 0.610 TX24–TX210 A 1.065 1.110 1.105 B 0.624 0.660 0.648
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