Deformation and Failure Analyses of the Surrounding Rock Mass with an Interlayer Shear Zone in the Baihetan Underground Powerhouse

In the process of underground cavern excavation, the existence of the interlayer shear zones or large faults often makes the surrounding rock tend to be unstable or even deformed. Under the influence of interlayer shear zone C2, different degrees of deformation and failure occurred in many parts during the excavation of the Baihetan left bank underground powerhouse. Based on field monitoring and numerical calculation, this paper studies the deformation and failure characteristics of the rock mass with C2 in the whole excavation process and the failure mechanisms are analyzed. -e results show that C2 has poor mechanical properties. In the process of excavation, it mainly induces two failure modes: rock collapse and shear deformation, which specifically leads to rock collapses, large deformation and shotcrete cracking in the main powerhouse, and shear deformation in the omnibus bar caves. In addition, the similarities and differences between this study and other studies on the deformation and failure of surrounding rock of underground powerhouse in recent years are discussed, and the relevant treatment measures for C2 are given. -e above research results can be a reference for other related studies.


Introduction
An interlayer shear zone is a poor rock mass system with a loose structure, weak mechanical properties, variable thickness, random distribution, strong extension, and high risk due to the shear motion of rock masses via tectonism, resulting in a variety of stability problems and geological hazards. In particular, there is a potential threat to the overall stability of rock masses with interlayer shear zones in large underground cavern excavations [1][2][3][4][5]. In fact, the existence of weak interlayers and interlayer shear zones causes dam failure, shear slip, and other issues in many projects. For instance, the failure of the Lower Colorado River Dam in Austin (Texas, USA) [6], the Malpasset Dam failure in France [7], the 1963 Vajont landslide in Italy [8], and the large deformation of the main transformer chamber downstream sidewall in Jinping I [9] were related to the influence of weak foundations, faults, or staggered zones. erefore, interlayer shear zones have currently attracted much attention.
In recent years, many scholars have studied the physical properties, mechanical properties, and induced failure modes of interlayer shear zones. Zhang et al. [10] found that the deformation modulus of soft rock zone under in situ conditions is several times higher than that after the exposure through field tests and laboratory tests. Huang et al. [11] revealed that the existence of weak layers will increase the failure zones and cause stress asymmetrical distribution by physical model test and numerical simulation of tunnel construction. Xu et al. [12] found through laboratory mechanical tests that the shear behavior between interlayer soil and soil-rock interface was elastic perfect-plastic without dilatancy, and the creep phenomenon of interlayer soil in Baihetan underground powerhouse was not significant. Ding et al. [13] analyzed the influence of interlayer shear zone on the stability of arch abutment through dam mechanics model test and finite element method. Cui et al. [14] studied the influence of interlayer shear zone on the seismic stability of tailrace surge chamber based on 3DEC simulation calculation. Duan et al. [15] proposed a comprehensive in situ monitoring scheme for rock mass with interlayer shear zone and analyzed some collapse and plastic extrusion failure problems induced by interlayer shear zone combined with monitoring data and mechanical test results. Zhou et al. [16] revealed the scale effect and value standard of permeability of interlayer shear zone of basalt by numerical and analytical methods. Guo and Huang [17] analyzed the seepage characteristics of interlayer shear zone C 2 in underground powerhouse area by finite element groundwater flow system. Zhao et al. [18] studied the fracture process and mechanism of rock mass with interlayer shear zones in cross caverns during excavation in combination with microseismic monitoring technology. Cheng et al. [19] studied the layout design of concrete replacement tunnels for interlayer shear zone. Liu et al. and Jin et al. [20,21] studied the repair technology of weak interlayer based on microbially induced calcium carbonate precipitation and proved that this technology can improve the relevant mechanical properties of weak interlayer through mechanical tests. Shi et al. [22] found that unloading shear deformation of the interlayer shear zone of the left dam foundation of Baihetan would bring instability risk to the dam foundation by in situ tests and numerical analysis, and they put forward some reinforcement measures. However, few studies have systematically examined and analyzed geological problems caused by the interlayer shear zone during the whole excavation progress of the underground powerhouse.
In the basalt layer of the Late Permian Emeishan Formation on the left bank of the Baihetan Hydropower Station, there is an interlayer shear zone, C 2 , which obliquely cuts through underground caverns. Because of its long penetration, strong dislocation, and poor properties, it has a huge impact on the stability of the surrounding rock masses. For instance, the main powerhouse sidewall experienced a sudden increase in deformation, and shotcrete cracks appeared in the omnibus bar caves when C 2 was exposed during excavation. Taking the Baihetan left bank underground powerhouse as a case study, this paper studies the deformation and failure of a rock mass affected by the interlayer shear zone C 2 . e conclusions are expected to provide a reference for the design, optimization, and construction of similar projects.

e Baihetan Underground Powerhouse.
e Baihetan Hydropower Station is in the second cascade in the four cascade power stations of Wudongde, Baihetan, Xiluodu, and Xiangjiaba on the lower reaches of the Jinsha River [23]. e left bank of the Baihetan Hydropower Station belongs to Ningnan County, Sichuan Province, and the right bank belongs to Qiaojia County, Yunnan Province (Figure 1(a)). e normal storage level of the power station reservoir is 825 m. e total installed capacity of the power station is 16,000 MW [24]. After completion, it will be the second largest hydropower station in the world after China's ree Gorges project, with an average power generation capacity of 62.443 billion kW.h.
As shown in Figure 1(b), the underground caverns on the left bank of the Baihetan Hydropower Station include the main powerhouse, the transformer chamber, the draft tube bulkhead gate chamber, four tailrace surge chambers, four tailrace tunnels, eight diversion tunnels, eight draft tube tunnels, and eight omnibus bar caves. Four main caverns (the main powerhouse, the transformer chamber, the draft tube gate chamber, and the tailrace surge chambers) are arranged in parallel, and all the chambers have the same axis direction of N20°E. e dimensions of the main powerhouse are 438 m × 34 m × 88.7 m (length × width × height), and the main transformer chamber is 368 m × 21 m × 38.5 m. e distance between the main powerhouse and the transformer chamber is 59.15 m. e length of the draft tube gate chamber is 374.5 m, the span is 12.1-15.0 m, and the height is 30.5-31.5 m. e excavation diameter of the tailrace surge chamber is 42-48 m. e main powerhouse was excavated in ten layers from layer I to layer X (Figure 1(c)). e excavation of the first layer was begun in May 2014, and the overall excavation was completed in June 2018. e main transformer chamber was excavated in four layers from layer I to layer IV. e excavation of the first layer was begun in July 2014, and the overall excavation was completed in September 2016. In addition, to address the adverse effects of interlayer shear zone C 2 on the stability of the powerhouse, concrete replacement was carried out for C 2 near the upstream and downstream sides of the powerhouse and for the rock masses in the zone affected by C 2 before the main powerhouse excavation.

Geological Conditions.
e underground powerhouse area on the left bank is located in the upper mountain of the dam abutment, with a horizontal buried depth of 600-1000 m and a vertical buried depth of 260-330 m. As shown in Figure 2(a) and 2(b), the strata along the left bank underground power station are monoclinic, with a N42°-45°E strike, a SE dip direction, and a 15°-20°dip angle. e main strata from upper to lower are and P 2 β 3 3 . ey are mainly small-scale rock fragments and hard structural planes. On the left bank, the main developed internal staggered zones are LS 3152 and LS 3255 -LS 3257 . e cracks can be divided into long cracks and random cracks. e former are 50-100 m long hard structural planes with a N40°-60°W strike, 65°-85°dip angle, and 10-30 m wide spacing. Random cracks mainly developed in three groups with steep dip angles: (1) a strike of N30°-70°W, dip direction of SW, and dip angle of 65°-90°; (2) a strike of N20°-50°E, dip direction of SE, and dip angle of 10°-35°; and (3) a strike of N50°-70°E, dip direction of SE, and dip angle of 50°-60°. e first group of cracks is dominant, and the proportion of cracks in the other directions is small. e length of the cracks is 2-5 m, the width is generally less than 1 cm, and the spacing is generally 50-200 cm. e cracks are mostly fresh and closed, straight and rough, and a few are filled with calcium film. e in situ stress on the plant area on the left bank is mainly tectonic stress, and the horizontal stress is greater than the vertical stress. As shown in Figure 3, the first principal stress (σ 1 ) is approximately 19-23 MPa, with a direction of N30°-50°W and a dip angle of 5°-13°. e angle between the directions of the first principal stress and the axis of the underground powerhouse cavern is approximately 50°-70°. e magnitude of the second principal stress (σ 2 ) is 13-16 MPa. e direction of the third principal stress (σ 3 ) is basically vertical, with a magnitude of 8.2-12.2 MPa, which is equivalent to the overburden of the overlying rock mass. e average uniaxial saturated compressive strength R b of the rock in the underground powerhouse is 74-112 MPa, and the strength/stress ratio (R b /σ 1 ) of the rock is 3. 22-5.89. In addition, there is an initial stress concentration area with a range of approximately 10-40 m in the footwall of the interlayer shear zone C 2 , and the maximum stress can reach more than 30 MPa, which can be categorized as a high in situ stress area.

Interlayer Shear Zone.
Interlayer shear zones are a kind of thin and banded rock mass system. Under interlaminar shear dislocation due to tectonic action, the soft rock mass is altered, and its structure was disturbed. As a result, an interlayer shear zone is formed. Interlayer shear zones feature loose structure, weak properties, multiple layers, variable thickness, random distribution, and strong extension. erefore, rock masses with interlayer shear zones are prone to stability problems and geological disasters. Many slopes, dam foundations, and underground projects have experienced deformation or failure problems due to the existence of interlayer shear zones [25].
ere are many interlayer shear zones in the tuffaceous layer at the top of the basalt flow layer in the Baihetan plant  area, C 2 on the left bank and C 3 , C 3-1 , C 4 , and C 5 on the right bank, which were all formed during the long process of tectonic movement. During the tectonic movement dominated by the Yanshanian inversion and the Himalayan orthodox, interlaminar dislocation occurred in the Emeishan basalt flow layer with alternating soft and hard rocks. e weak tuff formation at the top of the rock flow layer was broken by tectonic stress, and an interlayer compression shear zone was formed. In the initial tectonic stage, the complete basalt and tuffaceous rock mass was   fractured into a joined rock mass with uniform arrangement, which was the upper and lower walls of the dislocation zone. After long-term geological tectonic action and physical and chemical transformation caused by groundwater, most of the joint zones subjected to compression and shear were further fragmented and argillized. Finally, a cleavage zone and argillaceous zone were formed, which are the main parts of the interlayer shear zone. e tuff joint zone is less affected by geological transformation, so it maintains the physical state of the rock. However, the cleavage zone and argillaceous zone are highly fragmented and argillaceous, thus presenting the physical state of the soil [26]. C 2 developed along the middle part of P 2 β 4 2 . Its overall thickness is 10-60 cm, and the average thickness is approximately 20 cm. e material in C 2 is mainly cleavage tectonic rocks and locally brecciated structural rocks. C 2 is composed of mud and rock fragments, and it easily softens when in contact with water. e thickness of the tuff in the hanging wall is 10-40 cm, and that in the footwall is 20-40 cm. Argillaceous strips with thicknesses of 0.5-3.0 cm can be seen at the upper and lower interfaces (Figure 2(d)). Shear joints developed in the tuff, and the dip direction of the joints was nearly perpendicular to the rock strike. e surface of the joints is smooth and scratched. e spacing of the joints is 5-50 m. C 2 is extensively exposed in the underground caverns on the left bank. As mentioned above, four main caverns have the same axis direction of N20°E and the strike of C 2 is N42°-45°E. e intersection angle between them is about 20°. C 2 not only obliquely cuts the middle and lower parts of the sidewall of the powerhouse but also cuts through the middle and lower parts of the sidewall of the main transformer chamber, the shaft section of the draft tube gate chamber, and the middle and upper parts of tailrace surge chambers #1-4 ( Figure 2(c)). C 2 provides a potential slip surface for the shear dislocation of surrounding rock. At the same time, the direction of the first principal stress (N30°-50°W) intersects the axis direction of the powerhouse at a large angle. erefore, the sidewall is prone to shear deformation along the direction perpendicular to the powerhouse's axis in the process of excavation. In addition, the combination of cracks, steep and gently inclined fractures, free faces, and C 2 cut the rock mass into many unstable blocks. ese unstable blocks may cause collapse or other failure problems during the excavation and unloading. According to the classification standard of surrounding rock in the "Code for Hydropower Engineering Geology" (GB 50287-2016) [27], the rock mass with C 2 is classified as IV (Figure 2(a)). On the basis of the RMR classification method, the value of RMR for C 2 is 21-40 [28,29].
To explore the mechanical properties of C 2 , this study conducted laboratory direct shear tests, field conventional shear tests, and field deformation tests. e consolidation fast shear method was adopted in the indoor direct shear test, with four specimens in each group. e specimens were saturated with tap water, and the shear rate had a minimum value of 0.8 mm/min. e specimens were sheared within 3-5 min.
e indoor direct shear tests showed that the average cohesion c was approximately 22.57 kPa, and the average internal friction angle φ was approximately 19.5°. e direct shear method was used in the field conventional shear test. After applying a constant normal stress at each stage, the shear stress was increased continuously until the rock mass showed shear failure. e test sites were in the typical detection adits in the plant area. e results of the field tests showed that the average cohesion c was approximately 60 kPa and the average friction angle φ was approximately 14.57°. e rigid pressure plate method was adopted in the field deformation test by using a 50.5 cm diameter rigid pressure plate. e load was applied by the jack with a maximum load capacity of 6-8 MPa. e deformation of the rock mass was measured by four dial gauges symmetrically mounted on the pressure plate. e field test results showed that the average deformation modulus of weak materials in C 2 was 0.04 GPa, and the comprehensive deformation modulus of the weak materials and tuff rock mass in the upper and lower plates was 0.19 GPa. Most related test results also showed that the cohesion of C 2 was small, the shear strength was low, and the ability to resist deformation was weak [26,30].
Based on the field investigation and related experimental analysis of C 2 , the engineering characteristics of C 2 are summarized as follows: (a) C 2 is extensively exposed in many caverns. e exposed length is tens of meters or even hundreds of meters, which will affect the stability of the surrounding rock during the excavation of these caverns. (b) e underground powerhouse on the left bank of the Baihetan Hydropower Station is located in a high in situ stress environment, and C 2 is strongly affected by the rock pressure generated during geological history. Under long-term extrusion, the internal structure of C 2 becomes more compact. When the caverns are excavated and unloaded, C 2 will be plastically squeezed out from the free face. (c) e special "hard-soft-hard" rock structure of C 2 makes it possible to slip along the upper and lower interfaces. e field investigation results show that the occurrence of many shear slip planes in C 2 is almost consistent with that of the rock strata, and linear scratches and mirror surfaces are widely distributed on these shear slip surfaces. is observation confirms the multiple shearing actions that have occurred throughout geological history. e existence of shear slip surfaces also reduces the shear strength of C 2 . erefore, the shear dislocation of C 2 is likely to be a stability issue under excavation disturbance.
(d) C 2 shows significant softening in water. e analysis of the composition of C 2 suggests that it contains many clay minerals, such as illite, and exhibits strong swelling potential, poor resistance to disintegration, and obvious deterioration when encountering water [31].

Failure Characteristics Analysis
e special engineering geological characteristics of C 2 affect the integrity and stability of the surrounding rock masses of the underground caverns and pose a threat to safe construction. As mentioned above, before the excavation of the powerhouse, the project builders arranged deep sheeringresistance tunnels and shallow sheering-resistance branch tunnels to make concrete replacements and reinforcements for C 2 and the rock masses within its influence zone near the upstream and downstream sides of the powerhouse. However, during the excavation process, a series of deformation and failure problems of the surrounding rock masses still appeared in the caverns, for example, in the main powerhouse and the other caverns affected by C 2 .

Rock Collapses.
During the excavation process of the underground powerhouse, there were different degrees of rock mass collapse near the exposed parts of C 2 in many caverns, including the main powerhouse, the main transformer chamber, the draft tube gate chamber, the tailrace surge chambers, and the omnibus bar caves.
e combination of C 2 and steep cracks and columnar joints that developed in the upstream and downstream sidewalls of the main powerhouse resulted in small-scale rock collapse in these parts. e length of most of the collapse areas was generally 4-10 m, the width was 0.3-5.5 m, and the depth was 0.3-2.0 m. e typical collapse features in the powerhouse are shown in Figure 4.
During the excavation of the main transformer chamber, some upstream and downstream sidewalls collapsed along C 2 . e length of most of the collapse areas was generally 3-8 m, the width was 2-5 m, and the depth was generally 30-50 cm. e typical collapse features in the main transformer chamber are shown in Figure 4(a).
As shown in Figure 4, during construction, different degrees of rock collapse also occurred where C 2 was exposed in other caverns. C 2 was exposed at the arch crown of omnibus bar cave #8, where collapse occurred in the footwall rock masses. e length of the collapse area was 11-15 m, the width was 9 m, and the depth was generally 50-150 cm. Due to the exposure of C 2 in the sidewalls of the draft tube gate chamber, rock collapses appeared along C 2 at the sidewalls of the gate chamber and along #1, #2, #3, and #7 gate shafts. e length of most collapse areas was generally 3-5 m, while that of a few areas was up to 22 m, the width was 2-5 m, and the depth was 20-80 cm. For the collapse area of the upstream sidewall at elevations of 598-603 m of gate well #3, the length was 3-4 m, the width was 5 m, and the depth was 10-60 cm. Because C 2 was exposed in tailrace surge chambers #1-4, the vertical walls of #1 and #2 collapsed along C 2 . e length of most collapse areas was 4-6 m, while that of a few areas was up to 11 m, the width was 1-2 m, and the depth was 30-50 cm.

Large Deformation and Shotcrete Cracking in the Main
Powerhouse. According to the research results and extensive engineering experience, the deformation greater than 50 mm can be defined as the large deformation of the surrounding rock of Baihetan underground powerhouse [9]. With the excavation of the powerhouse, the exposed face of C 2 increased. During the excavation of layer VII 2 of the powerhouse, the displacement measured by several multipoint extensometers increased sharply from August 2 to 9, 2017, and these extensometers were arranged along C 2 in the downstream sidewall (the section from stake ZC0 + 077 m to ZC0 + 181 m) (ZC refers to the left bank powerhouse, and 0 + 316 indicates the section position). e displacement increased by 6.70-37.47 mm in 5-7 days, and the average growth rate was approximately 0.96-7.49 mm/d. e multipoint extensometer M ZC 0 + 124-3 was located at an elevation of 574.5 m on the downstream sidewall (section ZC0 + 124 m), which was located approximately 2.5 m above C 2 . e layout of multipoint extensometer M ZC 0 + 124-3 and the curves of displacement measured at different depths with time are shown in Figure 5(a).
As shown in Figure 5(b), from May 5 to August 2, 2017, the displacement measured at different depths increased slowly by 1.61-19.90 mm. From August 2 to 9, 2017, the displacement of each measuring point increased sharply, with the displacement increasing by 17.85-30.52 mm. In particular, the displacement measured at 1.5 m increased from 19.47 mm to 49.90 mm within 7 days, with an average growth rate of approximately 4.35 mm/d. When the displacement mutation occurred, the powerhouse was excavated to EL 562.9 m, and C 2 was exposed at this section. From August 9, 2017, to July 2018, the displacement growth rate gradually slowed down, showing stable growth. e displacement increment of each measuring point was 23.63-33.14 mm, and the displacement measured at a depth of 1.5 m increased to 83.04 mm. After July 2018, with the completion of the powerhouse excavation, the displacement growth slowed significantly and showed a trend of convergence; finally, the cumulative displacement of each depth measuring point was 42.91-83.89 mm.
Except for the sudden increase in displacement measured by M ZC 0 + 124-3, the displacement measured by several multipoint extensometers arranged along C 2 in the downstream sidewall (the section from stake ZC0 + 077 m to ZC0 + 181 m) increased sharply from August 2 to 9, 2017. e buried elevation of these instruments was in the range of 570-582 m, and the exposed elevation of C 2 on the sidewall was 567.9-579 m, indicating a vertical distance between the instruments and C 2 of approximately 0.9-12 m. After the sudden increase in displacement, the cumulative deformation of the sidewall was 32.52-83.93 mm. e overall deformation was large, and the statistics of the sudden increase in displacement measured by different multipoint extensometers are shown in Table 1. e deformation of the surrounding rock was generally large at positions close to C 2 . In contrast, the deformation of the corresponding part of the upstream sidewall of the same section had no sudden change, and the deformation was generally less than that of the downstream side.
When the main powerhouse was excavated to layer VII 2 on August 10, 2017, the shotcrete cracked and swelled on the downstream sidewall of the section from stake ZC0 + 134 to ZC0 + 163 m, and the cracks extended along C 2 , as shown in Collapse Collapse

Shear Deformation in the Omnibus Bar Caves.
During the excavation, many parts of the omnibus bar caves were affected by C 2 , which produced shear deformation. To monitor the dislocation and deformation of C 2 during the excavation process, inclinometers IN ZMD3 -0 + 023-1 and IN ZMD4 -0 + 025-1 passing through C 2 were buried in the bottom plates of omnibus bar caves #3 and #4, respectively, near the powerhouse side. e buried positions are shown in Figure 7(a). Figure 7(b) shows the shear deformation curves measured by the two inclinometers. As shown in Figure 7(b), in February 2017, during the excavation of layer VI of the powerhouse, the upper and lower walls of C 2 exhibited shear dislocation deformation, and the deformation increased continuously. In April 2017, the deformation increased sharply, the deformation measured by the two instruments reached maximum values of 52.91 mm and 30.43 mm, and then the deformation decreased. After the excavation of layer VII of the powerhouse, the deformation value gradually tended to converge. Finally, the shear deformation values measured by the two inclinometers were 38.32 mm and 26.38 mm. In addition to the shear deformation, cracks in the spray concrete also appeared in the #6-8 omnibus bar cave. e cracks were distributed intermittently along C 2 , and the spray concrete fell off at some local locations. Most of the meshed steel bars were exposed at the cracked parts of the spray concrete, and purple tuff could be seen in some places.
e characteristics and distribution of cracking failure of a typical spray layer are shown in Figure 8(a). As shown in Figure 8(a), the cracking and destruction of the sprayed layer of the omnibus bar caves began in October 2016. At that time, the excavation of the sidewall of layer V, which intersected with the omnibus bar caves of the main power house, was in progress. Most of the cracks were steep and inclined toward the powerhouse. e cracks in the sidewall of the omnibus bar caves near the powerhouse side and the exposed parts of C 2 were relatively dense. At the same time, the phenomena of spray layer shedding and block falling also appeared near C 2 . As the excavation of the sidewall of the powerhouse reached layer VI, the spraying layer fell off again around C 2 , and new cracks appeared on the sidewall of the omnibus bar caves. e backfill concrete of the replacement tunnels, which were arranged along C 2 and intersected with the sidewall of the #5-7 omnibus bar caves, also cracked. e cracks inclined to the side of the powerhouse, with a strike of N20°-60°E, a dip direction of SE, and a dip angle of 50°-75°. As shown in Figure 8(c), the length of the cracks was 1-4 m, the width was generally 1-3 mm, and the width of a few cracks was up to 15 mm.
After the lining of omnibus bar cave #8 was constructed, the lining concrete cracked under the influence of C 2 . e cracks were mainly distributed 25 m away from the powerhouse and close to the side of the powerhouse. Cracks mainly developed in the bottom plate, and a few of them were located in the sidewall or in a circular direction. Most of the cracks ran through the bottom plate. e length of the cracks was 3-9 m, and the width was 1-10 mm. Most of the cracks on the sidewall sloped steeply toward the side of the powerhouse. e cracks in the bottom plate were approximately perpendicular to the axis of the omnibus bar cave, and the circumferential cracks ran through the arch crown and the sidewalls on both sides, as shown in Figure 8(b). In addition, some dislocations occurred in the cracking positions of the concrete of the bottom plate, and these dislocations were mainly located at crack ②. Vertical and horizontal dislocations occurred on both sides of the crack, resulting in the bottom plate close to the main transformer room being higher than that near the powerhouse.
In general, support was generally carried out in time after excavation. With the excavation of the powerhouse, C 2 was gradually exposed. In this process, the shotcrete cracking occurred in the main powerhouse and omnibus bar caves. Lining concrete cracking occurred in the omnibus bar caves and replacement tunnel 2#. e large deformation occurred near C 2 of the downstream sidewall in the main powerhouse. In addition, rock mass collapses occurred in the main powerhouse, transformer chamber, omnibus bar caves, tailrace surge chamber, and other caverns. Based on the field monitoring and analysis, it was found that when C 2 was located 5 m below the excavation face of the sidewall, the shear deformation increased rapidly. After C 2 was  8 Advances in Civil Engineering completely exposed for a period of time, the deformation tended to converge.

Failure Mechanism Analysis
e deformation and failure of the surrounding rock mass in the powerhouse affected by C 2 were the result of multiple factors, such as the characteristics of C 2 , in situ stress, rock mass structure, and excavation disturbance, and involved a complex rock mass response due to excavation unloading. To analyze the problems of rock mass deformation and failure caused by C 2 , two deformation failure modes, rock collapse and shear deformation, were proposed. e increase in sidewall deformation in the main powerhouse, shear deformation in the omnibus bar caves, and shotcrete cracks on the main powerhouse sidewall were attributed to shear deformation of the interlayer shear zone. is study also verified the effect of shear deformation of C 2 by using 3DEC and the data measured by inclinometers and multipoint extensometers. e mechanical mechanisms of these two deformation failure modes were analyzed.

Rock Collapse Mechanism.
Many unstable blocks formed under the combined cutting action of C 2 and dense joints in the upper and lower rock masses. ese unstable rock masses relaxed under the action of strong unloading and eventually collapsed and fell. us, rock mass collapse occurred along C 2 in the main powerhouse, omnibus bar caves, and other caverns. Collapse failure of the sidewall is common in large caverns, for example, in the main powerhouse and the tailrace surge chambers where C 2 is exposed, and it occurred in the upper and lower rock masses of C 2 . e failure mechanism of the C 2 footwall rock collapse at the arch crown of the omnibus bar caves is shown in Figures 9(a) and 9(b). e typical failure mechanism of sidewall rock collapse along C 2 is shown in Figure 9(c). C 2 developed in the middle part of the P 2 β 4 2 tuff layer, and the tuff rock is relatively weak. After long-term tectonic action in geological history, shear joints perpendicular to the strike of the strata were created in the tuff rock. In the C 2 parent rock, steep joints, cylindrical fractures, and gently inclined fractures developed. us, the integrity of the local area adjacent to C 2 is poor. C 2 is located at the upper part of the arch crown of omnibus bar cave #8, and it was exposed at the arch crown on both sides of the omnibus bar cave near the main powerhouse and transformer chamber. e collapse of the arch crown occurred in the rock mass of the C 2 footwall at the section from stake ZC0 + 040 m to ZC0 + 053 m (Figure 9(a)). e surrounding rock mass   affected by C 2 belongs to class IV, characterized by the development of dense joint fractures and poor rock mass integrity. Moreover, the thickness of the C 2 footwall rock mass is relatively thin, and it easily loosens during the excavation and unloading process. As shown in Figure 9(b), the rock mass is cut by the combination of the structural surfaces and the free faces, creating a number of loose blocks that will eventually cause collapse. Before the excavation of the powerhouse, the surrounding rock was in a three-dimensional stress equilibrium under a high ground stress environment. During the excavation of the powerhouse, the constraints of the excavated  rock mass on the retained rock mass of the excavated contour surface were rapidly removed, and the stress was adjusted and redistributed due to unloading. e vertical stress σ 1 of the surrounding rock near the cavity surface of the sidewall increased, and the horizontal stress σ 3 decreased, so that the rock mass near the excavation was in an approximately bidirectional stress state. Upon the release of radial stress and concentration of circumferential stress, the steep fractures in the upper and lower walls of C 2 developed further. e combination of cracks, steep and gently inclined fractures, free faces, and upper and lower interfaces of C 2 cut the rock mass into a series of unstable blocks. Due to disturbances of continuous excavation and blasting vibrations, the blocks continued to be loosened. Under the action of gravity or further disturbance, the rock blocks will eventually slip or fall into the tunnels (Figure 9(c)).
In addition, groundwater also contributed to the occurrence of rock collapse. On-site investigations found that the exposed part of C 2 was wet and there were locations with dripping water. C 2 consists of mud and rock debris, and it exhibits water softening potential, as do the upper and lower wall tuff. In the presence of groundwater, C 2 and tuff tend to soften and become mud, which further reduces the strength and integrity of the rock mass, thus increasing the possibility of collapse. Construction disturbance also has a certain influence on collapse. e excavation period of a large-scale powerhouse is long, and the procedure is complex. e disturbance of large-scale excavation blasting on the rock mass is strong and lasting. Adjacent excavation may impact blasting vibrations, which aggravate the loosening and collapse of unstable blocks.

Shear Deformation
Mechanism. C 2 originated as a permanent deformation trace of a layered rock mass subjected to shear during tectonic movement. is shows that during the long period of geological history, the upper and lower wall rock masses in the staggered zone have undergone shear slip movement. In the process of excavating and unloading the large-scale underground powerhouse, it is possible for shear dislocations to accelerate in the interlayer shear zone. Unfortunately, during the excavation of the Baihetan left bank underground powerhouse, shear dislocation occurred along C 2 . As a result, obvious shear deformation occurred on the sidewall of the main powerhouse and the surrounding rock of the omnibus bar caves, and cracks appeared on the shotcrete of the main powerhouse, replacement tunnels, and omnibus bar caves.
3DEC is discrete element software based on Newton's second law that can generate models containing discrete blocks and weak structural surfaces. e blocks contact one another through points, edges, and surfaces according to the structural plane and are not subject to the coordination constraint of displacement. erefore, the blocks can be separated and rotated relatively, and the displacement between blocks is discontinuous. Under the initial conditions, the block has its own position and is in a state of force balance. Under the action of excavation, due to the change in stress and displacement constraints, the stress balance is broken, resulting in displacement. e force and moment of the block can be obtained from Newton's second law to calculate the motion state of the block. en, the new position state and motion state of the block are calculated and circulated until all blocks reach a new equilibrium state to Omnibus bar cave #8 Rock mass Free face Free face Rock mass (d) Figure 9: Mechanism diagrams of rock collapse and shear deformation: (a) schematic diagram of the spatial position relationship between omnibus bar cave #8 and C 2 ; (b) mechanism diagram of the collapse along C 2 of surrounding rock mass at the arch crown; (c) mechanism diagram of the collapse and failure along C 2 of the surrounding rock mass of the cavern sidewalls; (d) mechanism diagram of the shear slip failure along C 2 of the main powerhouse sidewall.
simulate the mechanical response and motion of the blocks [32][33][34]. 3DEC can be used to simulate the deformation and failure of rock masses cut by structural surfaces during excavation and unloading. erefore, to further study the shear slip effect of C 2 , 3DEC software was selected to simulate the excavation of the Baihetan left bank powerhouse. In order to reduce the influence of size effect and consider the distribution of the surrounding caverns, the large possible range is used for calculation. is research established a 553 m × 456 m × 280 m (main powerhouse axis × water flow direction × vertical direction) domain of the underground powerhouse for numerical simulation. e elevation of 450 m was considered the bottom boundary, and 3505 blocks and 99600 zones were generated in 3DEC. e blocks were piled to form the overall model and then embedded in the structural planes to build the left bank underground powerhouse excavation model (Figures 10(a) and 10(b)). In the simulation, the block constitutive model and joint constitutive model based on Mohr-Coulomb strength criterion were mainly used to simulate hard basalt and soften C 2 . In order to simplify the calculation model, the mechanical parameters of surrounding rock III 1 with the largest proportion were mainly considered for calculation. e mechanical parameters of the surrounding rock and structural plane used in the simulation calculation are listed in Table 2. It should be noted that all the parameters were based on laboratory or in situ testing. e aforementioned mechanical parameters were the modulus (E), cohesion (c), and internal friction angle (φ) of the rock mass and the shear zone. e initial stress of Baihetan underground powerhouse site was mainly measured by the stress relief and hydrofracturing technique methods. According to the fieldmeasured values, we found that there was a functional relationship between the initial stress distribution and buried depth in the underground cavern area on the left bank, as shown in Table 3. e stress distribution function in Table 3 was used for the simulation in this study. e excavation simulation was carried out layer by layer from top to bottom with reference to the actual construction of the Baihetan left bank underground powerhouse (Figure 1). e results of the excavation simulation calculated by 3DEC software and the displacement distribution of the 0 + 153 m section measured by the multipoint extensometers are shown in Figure 11. As shown in Figure 11, the surrounding rock of the downstream sidewall of the powerhouse showed discontinuous deformation along C 2 . Figures 11(b) and 11(c) show the displacement distribution of the ZC0 + 153 m section calculated by 3DEC simulation and measured by field multipoint extensometers, respectively.
ese figures show that the general deformation distribution characteristics were consistent. Shear slip occurred at the downstream sidewall of the main powerhouse along C 2 , and the closer to it leaded to the large deformation of the downstream sidewall near C 2 . For upstream and downstream sidewall points close to C 2 , both the numerical simulation results and the field measurements showed that the displacement of the downstream sidewall point was larger than that of the upstream sidewall point near C 2 on the different sections. Due to the special structure and low shear strength of C 2 , the deformation rate of the downstream sidewall caused by shear slip was larger than that of the upstream sidewall caused by excavation unloading. erefore, the displacement measured by the multipoint extensometers on the sidewall increased suddenly. At the same time, the sliding of the hanging wall rock mass of C 2 also caused shear dislocation in the surrounding rock of the omnibus bar cave. e shear deformation measured by the inclinometers buried in the omnibus bar caves is shown in Figures 7 and 12. As shown in Figure 12, the upper and lower wall rock masses were staggered at the C 2 position, and there were also different degrees of inclination in the vertical direction. In addition, from the shear deformation curves measured by the inclinometers and the displacement-time curves measured by the multipoint extensometers, it can be seen that the shear deformation started to converge after a period of growth and did not show aging characteristics. e creep deformation of C 2 is not obvious.
As C 2 cut through the main powerhouse at a gentle inclination angle, the sidewall excavation fully exposed C 2 , and it obliquely intersected the sidewall by a larger angle. At that time, the parent rock was free of lateral constraints, and the hanging wall rock mass was in an unstable state similar to a dip slope and had a tendency to slide freely toward the free faces. Because the weak interlayer material had poor bond strength, the shear strength of the staggered zone was very low, and shear slip was likely to occur. In addition, the direction of the initial major principal stress on the upstream side of the main powerhouse was roughly the same as the potential slip direction of C 2 . Due to the large unloading rate along the principal stress direction, the upper rock mass of C 2 would also be disturbed by strong unloading. With the excavation of the sidewall of the main powerhouse, the high ground stress was released instantaneously. Upon strong unloading, the hanging wall rock mass of C 2 slid toward the free faces, resulting in dislocations and large deformation. Its failure mechanism is shown in Figure 9(d).
Under the influence of the shear dislocation of the upper and lower walls of the C 2 rock mass, the downstream sidewall of the main powerhouse and the surrounding rock of the omnibus bar caves showed shear slip against the free faces. At the same time, the displacement measured by the multipoint extensometers buried in the sidewall of the main powerhouse increased abruptly, and the shear deformation measured by the inclinometers buried in the omnibus bar caves was 26.38-38.32 mm. e multipoint extensometers that showed a sudden increased displacement were all buried in the hanging wall rock mass close to C 2 . After C 2 was exposed for a period of time, the hanging wall rock mass of C 2 sheared along the free faces with the unloading of confining pressure and stress adjustment, resulting in discontinuous deformation along C 2 of the surrounding rock of the downstream sidewall.
Affected by the shear slip of the upper wall rock mass of C 2 , a sudden increase in deformation then occurred at the surrounding rock of the powerhouse sidewall where C 2 was exposed. As a result, the shotcrete swelled and cracked at that location (Figures 6 and 8). ere was a similarity between the location of the cracks and that of the displacement mutation measured by the multipoint extensometers on the sidewall. e cracks extended along C 2 , and these multipoint extensometers were also distributed along C 2 . Additionally, due to the shear dislocation between the upper and lower rock masses of C 2 and the surrounding rock mass deformation, shotcrete cracking and concrete cracking occurred in the omnibus bar caves. At the same time, shear deformation of the backfill concrete occurred in replacement tunnel #2. In addition, C 2 is flexible and plastic and may expand when encountering water infiltration.
erefore, under the influence of unloading confining pressure and other factors, plastic extrusion deformation occurred in C 2 toward the free face. is phenomenon also led to the expansion and cracking of shotcrete at the exposed C 2 .

Discussion
Starting from the engineering characteristics of C 2 , this paper summarized the rock mass deformation and failure problems caused by C 2 from three aspects: rock collapse, large deformation and shotcrete cracking in the main powerhouse, and shear deformation in omnibus bar caves. e problems in the last two factors were attributed to the shear deformation of the interlayer shear zone. In this study, the mechanisms of rock collapse and shear deformation were analyzed. is research comprehensively summarized the rock mass deformation and failure problems caused by C 2 during the whole excavation process and classified these problems into two types of deformation failure, namely, rock collapse and shear deformation.
Not only does Baihetan Hydropower Station have unfavorable geological structures such as C 2 , but many hydropower stations have unfavorable geological structures that affect the stability of surrounding rock of underground powerhouses [35]. e deformation and failure problems caused by poor geological structures similar to C 2 in a few different hydropower stations are shown in Table 4 [9, [36][37][38][39][40][41].
is study mainly compared the deformation and failure of the Baihetan, Jinping I, and Dagangshan hydropower stations affected by adverse geological conditions. Li et al. [9] analyzed the monitoring data of the multipoint extensometers and the excavation damaged zones (EDZs) of two sections, K0 + 31.7 m and K0 + 126.8 m, in the Jinping I underground powerhouse. ey showed that the deformations in section K0 + 126.8 m were larger, especially along the downstream sidewall of the main transformer chamber where there was a fault f 18 and an intrusive weakness dike X, with a maximum deformation 236.7 mm.
Since a fault f 14 cut the rock mass at section K0 + 126.8 m, the EDZ of this section was usually greater than that of section K0 + 31.7 m, especially around the upstream high side wall, which increased the instability of surrounding rock. In the Baihetan left bank underground powerhouse, the displacement measured by several multipoint extensometers arranged along C 2 in the downstream sidewall (the section from stake ZC0 + 077 m to ZC0 + 181 m) increased sharply from August 2 to 9, 2017. It could be seen that the existence of fault or interlayer shear zone may induce large deformation of surrounding rock during the excavation of the underground powerhouse. Shen et al. [37] indicated that the existence of diabase dikes (β 80 , β 81, β 163, β 164, etc.) induced rock mass collapse and rock block fall problems during excavation of Dagangshan underground powerhouse. For example, a 3,000 m 3 volume rock mass collapsed at a diabase dike β 80 at the arch during the first excavation step of the   Dagangshan main powerhouse, which caused a long construction delay [38]. In the Baihetan left bank underground powerhouse, rock collapses have occurred in the exposed parts of C 2 in many caverns, including the main powerhouse and the main transformer chamber. Because C 2 or diabase dikes are weak zones in the underground powerhouse, they can combine with other faults or cracks and form unstable blocks. ese blocks may collapse under the action of excavation disturbance or their own weight. e above comparison showed that when the underground powerhouse has an interlayer shear zone or other similar bad geological conditions, problems such as deformation, collapse, and shear slippage may occur during the excavation of the caverns.
In recent years, many scholars have studied the displacement and deformation of the surrounding rock of the power station caverns. Abdollahipour and Rahmannejad [42] studied the influence of the ratio of transverse stress to vertical stress and the section shape of the cavern on the cavern stability and the sidewall displacements and proposed a method to predict the displacement of key points on the sidewall. Rajabi et al. [43] studied and predicted the maximum horizontal displacement of the power station cavern by using an artificial neural model. Rezaei and Rajabi [44,45] predicted the vertical displacement of the roof and floor of the powerhouse cavern and the plastic zone around the cavern through numerical simulation and other tools. ese studies are similar to this study in that all included a deformation numerical simulation of the underground powerhouse. All the numerical simulation results showed the common characteristic that the displacements of key points in caverns may be large when the comprehensive properties of the rock mass are poor and the cavern scale is large. e difference was that these scholars focused mainly on establishing prediction models of the deformation of the key points or plastic zones in the underground caverns, whereas this study focused mainly on the characteristics and mechanism analysis of the failure problems such as deformation and rock collapse caused by C 2 during the whole excavation of the left bank underground powerhouse. e two-dimensional FEM program Phase 2 was used in these other numerical simulations, and they assumed that the rock mass was isotropic, homogeneous, and continuous. In this study, 3DEC was mainly used to help analyze the shear deformation mechanism, and the rock mass was regarded as a discontinuous discrete medium. Wang et al. [46] studied the large deformation and failure mechanism analysis of the multi-free-face surrounding rock mass in the Baihetan     research were based on field-measured displacement data to analyze the deformation and failure mechanism. e difference was that Wang et al. mainly studied the influence of multi-free-face surrounding rock on the deformation and failure of caverns during the excavation, while this study mainly focused on the deformation and failure caused by C 2 in the left bank powerhouse.
To reduce the adverse effects of C 2 on the stability of the surrounding rock of the main powerhouse and other caverns, some cracking-restraint design methods for large underground caverns could be applied [15,20,21,47,48]. On the one hand, it was very necessary to construct concrete replacement tunnel in advance. A deep replacement shear tunnel and shallow shear branch tunnel were constructed before the main powerhouse excavation. ese tunnels were mainly used to replace and reinforce C 2 and its influence zone on both the upstream and downstream sides of the main powerhouse. e replacement tunnels were arranged along C 2 with a diameter of 6.0 m × 6.0 m, and the sidewalls of the replacement tunnels were approximately 13 m away from the sidewall of the main powerhouse. e layout of the replacement tunnels and branch tunnels is shown in Figure 8(c). During the excavation of the main powerhouse, to control the sudden adjustment of stress in the exposure process of C 2 , the excavation sequence was optimized in layers and parts. On the other hand, the upper and lower walls of C 2 were reinforced by locking and systematic anchor cables. In particular, a series of supporting measures were taken, including adjusting the length and spacing of the sidewall anchor cables and adding anchor cables to the large shear deformation parts. In addition, the repair technology of weak interlayer based on microbially induced calcium carbonate precipitation can also be considered for application. At the same time, multipoint extensometers, borehole television, acoustic emission monitoring, and microseismic monitoring technology can be used to monitor the surrounding rock of underground powerhouse during construction. Multiple monitoring methods could ensure timely feedback before the failure of the surrounding rock induced by C 2 [49][50][51][52].
rough these targeted reinforcement measures, the deformation and failure caused by C 2 of the powerhouse and omnibus bar cave could be obviously controlled.

Conclusions
e rock mass deformation and failure problems caused by C 2 during excavation of the Baihetan left bank underground powerhouse were summarized in this study, and the characteristics and mechanisms of these problems were analyzed based on field monitoring and numerical calculation. e following can be concluded: (1) e field investigation and related experimental analysis showed that C 2 had low cohesion and shear strength and C 2 was extensively exposed in the left bank underground powerhouse. (2) e rock mass deformation and failure problems induced by C 2 in the Baihetan left bank underground powerhouse consisted of three aspects: rock collapse, large deformation and shotcrete cracking in the main powerhouse, and shear deformation in the omnibus bar caves. (3) Based on field monitoring and 3DEC numerical calculation, this study revealed that two failure modes of rock collapse and shear deformation were induced under the influence of C 2 , high ground stress, and other factors. ese mainly caused rock collapses, shotcrete cracking, and large deformation to occur during the exposure of C 2 in many caverns. (4) Since interlayer shear zones similar to C 2 can pose great potential risks to the construction of the project, relevant reinforcement measures should be considered in advance in the design and construction to possibly eliminate the adverse effects of the interlayer shear zones.

Data Availability
All the underlying data supporting the results are included within the manuscript.

Conflicts of Interest
e authors declare that they have no conflicts of interest.