The greatest challenges in TBM tunneling: Experiences from the field

Tunnel boring machine (TBM) tunneling is an everincreasing prospect for underground construction, and, with each new tunnel bored, there are unknown elements. When boring through the earth, even extensive geotechnical baseline reports can miss fault lines, water inflows, squeezing ground, rock bursting and other types of extreme conditions. This article draws on the considerable field service experience within Robbins to analyze successful methods of dealing with the most challenging conditions encountered.

Many tunnel projects are located in areas with relatively poor access along the tunnel alignment and bored under extremely high overburden.These two factors often result in limited geological information. It would be reason__able to state that the deeper the tunnel, the greater the level of uncertainties. When faced with these uncertainties everyone involved with the project ineluding the owner, the contractor and the machine supplier must be prepared to tackle geological surprises. This article describes the problematic geological conditions and associated difficulties faced on three separate projects and the measures that were taken to overcome these difficulties.

Kargi Kizilirmak hydroelectric project

The Kargi Kizilirmak hydroelectric project is located on the Sakarya River, near the Beypazari district of Ankara province inTirkey.The Robbins Company supplied a 9.84m(32.2-ft-) diameter double shield TBM and continuous conveyor system to Giilermak for excavation of the 11.8 -km (7.3-mile) head race tunnel (Fig. l).The tunnel is being driven through a mountainside with up to 600 m (1,970 ft) of overburden. The geology consists of volcanic rock and softer limestone for the first 3 km (1.8 miles), followed by harder rock including marble and basalt for the remainder of the tunnel alignment. Due to the variation in geology, the ground support regimes range from precast segmental lining for the first 3 km (1.8 miles), transitioning into ring beams, rock bolts and shotcrete as the tunnel moves into more competent geology. Several unique features were incorporated into the TBM design to facilitate installation of the various ground support regimes.

Issues encountered (trapped cutterhead). The machine was launched in the spring of 2012 and almost immediately encountered geology that was substantially more problematic than was described in the geological reports. The geology consisted of blocky rock, sand and clays. As a countermeasure that was immediately put into place to avoid the cutterhead becoming stuck in the blocky material, crews began boring half strokes and half resets. This ensured that there was always the option of rapidly retracting the cutterhead in the event that torque reached critical levels. After boring through 80 m (262 ft) of these difficult ground conditions, the machine encountered a section of extremely loose running ground with high clay content. A collapse occurred in front of the cutterhead and the cathedral effect resulted in a cavity forming that extended more than 10 m (32 ft) above the crown of the tunnel. The weight of the collapsed material trapped the cutterhead. After several unsuccessful attempts to clean out and restart the cutterhead, consolidation of the ground above and in front of the machine was carried out. Injection of polyurethane resins via lances inserted through the cutter housings and muck buckets was the method utilized for consolidation operations.

However, injection locations were restricted to the available openings and subsequent attempts to restart the cutterhead proved to be unsuccessful.

Bypass tunnel. After assessing all of the available options, it was decided that a bypass tunnel would be required. Robbins field service assisted Gülermak with bypass tunnel design and work procedures to free the cutterhead and stabilize the disturbed ground. Blasting techniques were ruled out due to concern over further collapses caused by blast induced vibration. Hence, the excavation was undertaken using pneumatic hand held breakers. Details of the bypass tunnel can be seen in Figs. 2 and 3.

Upon completion of the bypass tunnel, further stabilization of the collapsed material above the machine and the ground ahead of the machine was carried out. The injection process this time was far more comprehensive due to the vastly improved access provided by the bypass tunnel. The area around the cutterhead was able to be cleared of material and the cutterhead was freed, allowing boring to recommence.

At this point, it was believed that the collapse was an isolated event and that the geology would improve as the overburden increased.

However, material for a second bypass tunnel was stored at the site. Unfortunately, this measure proved to be prudent planning. Although the machine passed through several weak zones successfully, a further five bypass tunnels were required to free the cutterhead during the first 2 km (1.2 miles) of boring. Robbins and Gülermak analyzed the bypass tunnel excavation procedures and implemented improvements that resulted in a reduction in the time taken for bypass operations from 28 days to 14 days. One of the main aspects of the improved procedures was the implementation of breaking out for the bypass tunnel through the telescopic shield area of theTBM rather than the accepted norm of breaking out from the tail shield. This modification resulted in reducing the length of each bypass tunnel by more than 4 m (13 ft).

Pipe roof canopy. The possibility of installing ground support such as fore-poles or a pipe roof canopy ahead of the tunnel face was investigated and, after consultation with Gülermak, a custom design canopy drill was installed in the forward shield for installation of a tube canopy (Figs. 4 and 5). The space in the forward shield area is limited. Hence, the extension section of each tube is only 1 m (3.2 ft) in length. However, the advantages of drilling closer to the tunnel face more than compensates for the time spent adding extensions to the tube length. The location of the canopy drill reduces the length of each canopy tube by more than 3 m (10 ft) when compared to installation using the main TBM probe drills. Apart from the obvious savings in drilling time, the extra 3 m (10 ft) of drilling length can result in a significant increase in hole deviation.The diameter of the canopy tubes is 90 mm (3.5 in.), each canopy typically extends up to 10 m (33 ft) from the tunnel face and the drill positioner, carriage and slew ring provide 130° of coverage.

Squeezing ground. The time dependency of ground behavior is due to the creep and consolidation processes taking place around the tunnel (Anagnostou & Kovári, 2005). In many cases, the convergence can be a gradual process taking place over a period of days, weeks or even months. On several stretches of the Kargi Tbnnel, rapid convergences occurred in the space of a few hours. The geology at the time of these rapid convergences consisted of Serpentine with high content of swelling clay. The convergence was of a radial nature, and distributed relatively evenly around the profile of the TBM.

Probe drilling ahead of the tunnel face identified the majority of the areas considered to be at risk from squeezing conditions. As it is generally accepted that there is a direct relationship between TBM advance rates and problems caused by squeezing ground, it was essential that TBM downtime was minimized while boring through these stretches. On the occasions that squeezing ground had been identified, all outstanding maintenance works, repairs and replacement of worn cutters was completed before boring through the zone of concern commenced. Inevitably, even after taking these precautions, there were unscheduled stoppages. On many occasions, the only successful means of restarting the machine after stoppages in convergence zones was to utilize single shield mode boring. In this mode, the TBM gripper shoes are retracted, the main thrust cylinders are closed up and the auxiliary thrust cylinders are utilized to propel the machine forward by thrusting off the segmental lining. The typical thrust force for standard boring operations using the main thrust cylinders on the Kargi machine is approximately 21,000 kN. On several occasions, thrust force up to 136,000 kN was applied through the auxiliary thrust system before the machine could be freed from squeezing ground. Generally after boring 1 - 2 m (3.3 - 6.6 ft) in single shield mode, the TBM was freed and it was possible to return to double shield mode.

On several stretches of tunnel, the rate of convergence, coupled with the comparative softness of the ground, caused the gripper shield to act as a plough and force muck into the telescopic shield area. The buildup of material became so severe that a mucking system had to be installed in the telescopic shield area.The system consisted of two electric hoists mounted on a running beam that allowed muck kibbles to be placed, lifted, and emptied directly onto the TBM conveyor.

Another measure used to combat the effects of the squeezing ground was the application of a polymer-based, biodegradable lubricant to the extrados of the TBM shields. Eight injection ports were installed around the perimeter of the forward shield and lubrication was injected when boring through convergence zones. It is difficult to quantify the advantage obtained as there was very little consistency in ground conditions and associated thrust pressures. However, it is clear that the application of lubrication reduced the frictional forces between the shields and converging ground.

Solution (gear reduction).To further mitigate the effects of squeezing ground or collapses, custom-made gear reducers were ordered and retrofitted to the cutterhead motors as a solution.They were installed between the drive motor and the primary two-stage planetary gearboxes. During standard boring operations, the gear reducers operate at a ratio of 1:1, offering no additional reduction and allowing the cutterhead to reach design speeds for hard rock boring. When the machine encounters loose or squeezing ground, the reducers are engaged, which results in a reduction in cutterhead speed but the available torque is increased. Figure 6 shows the torque curves for both standard and reduced gearing.

Since the installation of the canopy drill and the increase in available cutterhead torque, the TBM has traversed several sections of adverse geology including stretches of severe convergence without becoming trapped. As of November 2013 more than 4,250 m (13,900 ft)of boring had been completed.

Los Olmos

The Los Olmos Tunnel is a 12.5-km- (7.7-mile-) long water transfer tunnel that was bored through the Andes Mountains in Peru. Odebrecht was the main contractor and the tunnel was driven using a 5.3-m- (17.3-ft-) diameter Robbins main beam TBM. It is the world's second deepest civil works tunnel after the Gotthard BaseTXinnel, with overburden of up to 2,000 m (6,560 ft). The tunnel alignment is through complex geology consisting of quartz porphyry, andesite, and tuff with rock strengths ranging from 60 to 225 MPa. The machine crossed more than 400 fault lines including two major faults of approximately 50 m (164 ft) wide.

The machine was launched in March 2007, and by February 2008, it had bored more than 4 km (2.4 miles). The geology over the first 4,000 m (13,100 ft) of boring was far more challenging than was anticipated. As the height of the overburden increased, the geological conditions became gradually more severe and long stretches of extremely loose, blocky ground were encountered. The rock stresses caused by the high overburden also resulted in more than 16,000 recorded rock bursting events. TBM utilization was as low as 18.7 percent of working time because rock support installation was requiring a very high 43.5 percent of the working time (Roby & Willis, 2008). One of the main problems faced was ground deterioration and the resulting falls of blocky ground. The majority of these events occurred during the time taken for the newly excavated bore to pass behind the rear fingers of the roof shield, where ring beams and mesh are installed.

McNally roof supports system. During consultations between Robbins and Odebrecht, a decision was taken to modify the machine to facilitate the installation of the McNally roof support system, which allows support to be installed directly behind the main roof shield. The main components of the initial modification consisted of removing the shield roof fingers and forming rectangular pockets with a length of 1.4 m (4.6 ft). The pockets run from the rear side of the cutterhead to the trailing edge of the roof support. At a later stage, when the ground conditions worsened, these pockets were extended to cover the profile of the side supports. Figure 7 shows details of the modifications that were implemented to enable use of the McNally system.

The procedures for installation of the McNally roof support system were as follows:

1. Two slats, formed from 6 mm (0.2 in.) rebar, are loaded into each of the pockets.

2. The upper slats in each pocket are drawn from the pocket and pinned to the tunnel wall by means of ring beams or rock bolts.

3. As the machine advances, the slats are held in place and extruded from the pockets.

4. When the leading edge of the upper slat is completely withdrawn, it is fixed to the trailing edge of the lower slat, with an overlap of 200 mm (7.8 in.). Additional slats are then loaded.

The main advantage of the McNally support system is that it is installed closer to the face than other ground support methods used on TBMs, which reduces the required standup time of the excavation. It holds loose rock in place (Fig. 8) which in turn helps to mobilize the strength of the rock mass and maintain the inherent strength of the tunnel arch. When used correctly, the system can significantly reduce the time taken to provide adequate support and can also offer reductions in the level of support required.

Incorporation of the McNally support system and various other modifications to the TBM resulted in a steady increase in production rates in spite of continuous rock bursting events. The machine broke though in December 2011 having achieved production rates in excess of 670 m (2,200 ft) a month.

Parbati hydro electric project stage II

The Parbati hydroelectric project stage II is located in the Kullu district of Himachal Pradesh in India. A 9-km (5.6-mile) section of the head race tunnel is being driven by a 6.8-m- (22.3-ft-) diameter open gripper type TBM through a highly stressed mountain range at the foot of the Himalayas. Overburden along the TBM section of the headrace tunnel reaches as high as 1,400 m (4,600 ft). The geology consists of granite/gneissose and quartzite with bands of biotite schist and talc. Rock strengths are expected to exceed 270 MPa.

The contractor, Himachal joint venture (HJV), purchased a refurbished Robbins-Atlas Jarva TBM from Norwegian company NCC.The machine was launched in May 2(X)4 and, after the completion of 500 m (1,640 ft) of boring, NCC handed over the machine to HJV. HJV operated the machine up to chaînage 1,300 m (4,265 ft). But, due to technical difficulties associated with the machine and relatively slow progress, they approached Robbins for assistance. Robbins provided a field service team to supervise repairs, maintenance and operation of the TBM. Repairs were carried out, the machine restarted and, despite crossing several minor fault zones, operations went smoothly with productions rates of up to 526 m/ month (1,725 ft/month). Tunnel support ranged from spot bolting through to complete ring beams, mesh, shotcrete and rock bolts.

Rock bursts. By mid-October 2006, with more than 4 km (13 ft) of boring completed and overburden of more than 1,100 m (3,608 ft) several major rock bursting events occurred. The rock bursting was accompanied by moderate to severe loss of ground, so the support regime was upgraded to include ring beams, rock bolts, lagging sheets and concrete backfilling. During the following 50 m (165 ft) of boring, the incidences of rock bursting events increased to the point that at times they were almost continuous.

Probe drilling. The Parbati project is typical of many hydroelectric projects in that it is located in a mountainous area where there is limited access and high overburden above the alignment of the tunnel. These factors resulted in limited availability of detailed geological information. Bearing this in mind, geological investigation ahead of the tunnel face was essential and was achieved by maintaining a strict regime of probe drilling.

A routine probe hole (PI ) was drilled at chaînage 4,056 m (13,307 ft) at the 11 o'clock position on the face. The depth of the hole was 27 m (88.5 ft) and minor ingress of water and silt was observed from probe chaînage 4,066.5 m (13,341 ft) up to 4,077.3 m (13,376 ft). A decision was made to drill a second probe hole (P2) at the 1 o'clock face position in order to gain further information on the geology/hydrology ahead of the face. During the night shift of Nov. 18, 2006, the P2 probe drilling operations were underway when the crew heard several cracking sounds emanating from the surrounding rock mass. Shortly after these events, the initial probe hole (PI ) was observed to be discharging water and silt under high pressure. It took the crew almost 2.5 hours to seal the 51-mm (2-in.) hole using a mechanical packer attached to the probe drill. During these 2.5 hours, approximately 180 m3 (6,356 cu ft) of silt and 125,000 1 (33,021 gal) of water were discharged, and continuous rock bursting was occurring.

Inundation. Due to the high pressure and high volume of the discharge, it was decided that the best course of action would be to drill drainage holes to relieve the pressure ahead of the tunnel face, before consolidation grouting could be undertaken. Both drainage holes and grout holes were to be drilled via standpipes.The design of the standpipe arrangement consisted of drilling a 75-mm (3-in.) hole 5 m (16 ft) deep, inserting a 6-m- (20-ft-) long, 64-mm (2.5-in.) steel pipe with a threaded section on the trailing end, and anchoring the pipe in place by cement grouting. A ball valve and pressure gauge were attached to the threaded end of the pipe.

A third probe hole (P3) was drilled, utilizing the standpipe arrangement, to a depth of 38 m (125 ft). Although the location of the P3 probe hole was adjacent to the PI probe hole location at the 10 o'clock face position, it did not encounter silt or high-pressure water. TTie next course of action was to attempt drilling a fourth hole that would intersect probe hole PI to facilitate drainage operations. The hole was drilled though a standpipe, which was subsequently fitted with a valve to enable regulation of flow, a pressure gauge and a length of 75 mm (3 in.) hose to allow drainage of material directly into the tunnel muck cars (Fig. 8).

On Nov. 24, probe hole PI was successfully intersected and drainage operations were underway when several rock bursting events occurred.The pressure in probe hole PI gradually increased until it exceeded the 25 bar capacity of the pressure gauge and minor inflows of silt and water began to flow through fissures in the rock mass close to the face. Further rock bursting fractured the rock mass surrounding the collar of probe hole PI, causing the rock to fall away and expose the hole behind resulting in an inrush of water and silt under massive pressure. The crew tried unsuccessfully for several hours to insert a packer into PI to stem the flow of material but at 7 am, with silt levels rising rapidly and rock bursting continually occurring, the tunnel was evacuated for safety reasons.

On Nov. 25, it was deemed impractical and unsafe to enter the tunnel. Water ingress was measured at the portal throughout the day and flow rates gradually increased until they exceeded 7,000 L/min (247 cu ft/min). On Nov. 26, flow rates stabilized, so a team entered the tunnel to assess the situation.They observed that the inundation had almost completely buried the TBM (Fig. 9) and that silt and water were still flowing from the probe hole. However, the pressure of the discharge had reduced and a crew was mobilized and managed to seal the probe hole by inserting a mechanical packer. The total amount of silt deposited during this event was more than 14,000 m3 (49,440 cu ft) and the cleanup operation took more than two months.

TBM refurbishment and modification. Robbins was awarded a refurbishment contract for the TBM, as many parts and assemblies had been damaged due to being submerged for a prolonged period of time. Once the refurbishment was complete, cement grouting with OPC was carried out to consolidate the ground in front of theTBM. The project was then held up due to contractual issues until January 2010 when Robbins was awarded a contract to modify the TBM. The main components of the modifications included installation of pockets for the McNally support system, upgrading the cutterhead support system and an improved probe drilling system.The existing probe drilling system accommodated drilling from two fixed positions only. The modified system provides 110° of coverage.

After the modifications were completed, further consolidation grouting was carried out before the machine advanced. A system of boring in increments of 8 m (26 ft) advances, interspersed by extensive consolidation grouting, proved to be successful and the machine successfully crossed the geological feature that had caused the inundation. 50 m (164 ft) of boring was completed before the project was again held up due to contractual issues. The project was retendered early 2013 and work resumed in November 2013, although boring will not commence immediately as remedial works to ground support are required in several sections of the tunnel.

Conclusions

TBMs are often the only viable option for the excavation of long tunnels with high overburden due to the impracticalities of opening several faces via adits to enable the application of traditional tunneling methods. As with the three case studies outlined in this article, geological surprises are frequently encountered in long and deep tunnels. Due to cost constraints, contractors often decide to procure a TBM that is suited to the geological baseline reports rather than opting for additional features that ensure against geological anomalies. It is more often than not possible to retrofit additional features, but TBM down time for preparatory works, installation, and component lead times is usually substantial. The actual cost of the additional features applied to the machines described in this paper would have been a fraction of the costs involved had they been installed during the manufacturing process. When compared to the overall cost of a project, additional features installed during manufacturing become almost insignificant.

Technical features on theTBM are not the only insurance required when faced with geological uncertainties. The contractor should have an action plan in place to cover all eventualities. Ground treatment materials and equipment, as well as bypass tunnel materials and equipment should be available at site. Again, the cost of these items is almost insignificant when compared to the cost of the project, and their availability will provide substantial reductions in project delays should they be required. *

(References are available from the authors.)

Jim Clark and Steve Chorle

Jim Clark and Steve Choriey are project manager and field service director, respectively, with file Bobbins Co. email [email protected].