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Construction of Bukit Berapit Twin-Bore Pipe Arch Railway TunnelD. Hall, V. Chow, K.C. Lin, Y.Y. LowGamuda Engineering Sdn...
tion measure. (Fig. 4 and 5)   A temporary sheet pile cofferdam has had to be constructed oneach side of the expressway em...
4.2 Pipe Arch Microtunnelling Machine Explained                                                                        The...
4.2 Pipe Arch Tunnel in ProgressThe microtunnelling machine is launched from the jacking shaftexcavated within a three-sid...
5   CONCLUSIONIt is quite a challenge to construct a twin-bore tunnel throughsuch varying geology in shallow overburden. D...
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Construction of bukit berapit twin bore pipe arch tunnel


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Conference Paper on Bukit Berapit Pipe Arch Tunnel by D. Hall, V. Chow, K.C. Lin & Y.Y. Low

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Construction of bukit berapit twin bore pipe arch tunnel

  1. 1. Construction of Bukit Berapit Twin-Bore Pipe Arch Railway TunnelD. Hall, V. Chow, K.C. Lin, Y.Y. LowGamuda Engineering Sdn Bhd, Petaling Jaya, Selangor,,,, The Electrified Double Tracking Project (EDTP) between Ipoh-Padang Besar comprises design and construction of infra-structure and system works for a 329km double track railway line. Bukit Berapit Tunnel is one of two rail tunnels that form part of theEDTP Ipoh-Padang Besar, the other being Larut Tunnel. Dubbed to be the longest rail tunnel in South-East Asia, Bukit Berapit Tunnelis twin-bore, 2.9km in length and horse-shoe shape in cross section. Its alignment necessitates multiple river diversions, a road diver-sion and microtunneling crossings under the North-South Expressway. For construction of Bukit Berapit Tunnel underneath the ex-pressway, two microtunnelling crossings are required. The first crossing is a 3m diameter triple cell drainage culvert to divert a localriver. The second is a twin-bore tunnel excavated with pipe arch primary support. Both crossings require detailed planning and execu-tion due to the mixed face embankment, proximity and shallow overburden of the expressway.1 INTRODUCTION Triple 3m diameter1.1 Alignment of Bukit Berapit Tunnel drainage culvertBukit Berapit Tunnel spans 2.9km from Changkat Jering in thenorth to Padang Rengas in the south in the state of Perak. Itsalignment criss-crosses with a Federal Route, two rivers, and theNorth-South Expressway twice, one of them with shallow over-burden requiring two microtunnelling crossings. (Fig. 1) Existing twin 3mx3m Twin-bore railway drainage culvert to be tunnel with pipe arch demolished & replaced Fig. 2. Three-dimesional plan view of Bukit Berapit microtunnel- ling crossings at North-South Expressway 2 CONSTRUCTION OF TRIPLE CELL 3M DIAMETERFig. 1. Alignment of Bukit Berapit Tunnel DRAINAGE CULVERT The tunnel alignment with shallow overburden at the North- 2.1 The New Drainage Crossing under North-South ExpresswaySouth Expressway clashes with an existing twin 3m by 3m incross section box culvert underneath the expressway with servesfor drainage flow of a local river and several streams. Soil investigation studies have ascertained that the triple cell 3m In order to construct the twin-bore railway tunnel, the existing diameter drainage culvert, a new drainage crossing under thebox culvert needs to be demolished and replaced. Drainage and North-South Expressway, is to traverse only in alluvial soil andhydrology design has indicated that the box culvert is to be re- engineered fill of the expressway embankment. Boreholes haveplaced by a triple cell of each 3m diameter pipe, which also shown no indication of granite formation in the path of the cul-needed to be constructed underneath the expressway. vert. The new culvert has only 4m overburden from top of the The twin-bore railway tunnel on the other hand, can only be expressway embankment. (Fig. 3)excavated after installation of 780mm diameter steel pipes or A 3.5m diamater soft ground cutterhead slurry shield micro-pipe arch as primary support underneath the expressway. (Fig. 2) tunnelling machine is therefore chosen to carry out the the con- Due to the shallow expressway overburden which is approx- struction. Bentonite slurry is provided as face pressure supportimately 4.0m with varying ground conditions, construction of during mining, as well as, to transport out mined materials. Thereboth drainage and railway tunnel crossings underneath the ex- is also an annulus grouting mechanism to fill up the space aroundpressway embankment require special method and expertise. the pipe after the concrete pipe is jacked through, as a consolida-
  2. 2. tion measure. (Fig. 4 and 5) A temporary sheet pile cofferdam has had to be constructed oneach side of the expressway embankment, in order to act as thrustand receiving shafts, as well as allow just enough room to lift outthe microtunnelling machine to continue mining each concretepipe. The total jacking length of each 3m diameter concrete pipeaverages about 45.5m. Continuous monitoring by optical targets installed on the ex-pressway embankment is carried out in order to monitor any sur-face settlement on the embankment during mining. The construction of the triple cell 3m diameter concrete pipeshas been successfully completed. The pipes now act as a drainage Fig. 6. Completed triple cell 3m diameter drainage pipesculvert to divert the local river and streams that have been flow-ing through the existing twin box 3m by 3m in the alignment ofthe Bukit Berapit Tunnel. (Fig. 6) 3 DEMOLITION OF EXISTING TWIN BOX CULVERT 3.1 The Old Drainage Crossing under North-South Expressway With the triple cell 3m diameter drainage culvert now all ready to replace the 3m by 3m twin-box, old drainage crossing, demoli- tion is ahead to make way for the Bukit Berapit Tunnel. However, as an existing structure underneath the highway em- bankment, its demolition is to be carried out step-by-step and mainly to be rid of the steel bar reinforcement at the side walls and base slab where it will clash with the tunnel. Demolition se- quence also calls for pressurized cementatious injections in order to solidify the embankment surrounding the box culvert. (Fig. 7) After the step-by-step demolition, the twin box culvert is eventually sealed off with lean concrete filling for the construc-Fig. 3. Longitudinal profile (top) and cross section (bottom) of tion of the twin-bore pipe arch tunnel. (Fig. 8 and 9)the triple cell drainage culvertFig. 4. One of the 3m diameter concrete pipes in microtunnelling Fig. 7. Plan (top) and cross section (bottom) of the demolitionaction sequence Fig. 8. Demolition by coring & hacking to rid of reinforcementFig. 5. Breakthrough of one of the 3m diameter drainage pipes for twin-bore pipe arch tunnel construction
  3. 3. 4.2 Pipe Arch Microtunnelling Machine Explained The microtunnelling machine of 800mm outer diameter is of slur- ry shield type. This means it has bentonite slurry being pumped to the front of the machine from behind the cutterhead for face stabilization and to transport out mined materials. Laser guidance serves to lead the machine’s steering and advance. The machine and the 780mm outer diameter steel pipes of 10mm thick are jacked horizontally by two-stage hydraulic jack cylinders. The microtunneling machine also comes with a retraction mechanism when rock or obstacles are encountered. Normally, reaching the receiving shaft allows machine maintenance and changing of worn out cutterdiscs. When encountering obstaclesFig. 9. Sealing by lean concrete filling of the 3m by 3m existing however, there is a risk of the machine being jammed and be-twin box culvert come completely damaged even before reaching the receiving shaft. This mechanism is extremely useful at the right bore where bedrock profile is high.4 CONSTRUCTION OF TWIN-BORE PIPE ARCH Every advance behind the machine is a string of 6m lengthRAILWAY TUNNEL steel pipes each one to be welded successively by MIG welding after every jacking. (Fig. 12) The annulus of the jacked-in steel4.1 The Railway Tunnel Crossing under North-South Expressway pipe is grouted to consolidate the outside surrounding. Once the machine breaks through at receiving shaft, the microtunnelling machine is dismantled and transported back to the jacking shaftThe concept of the pipe arch tunnel is referring to steel pipes of for the next drive until the maximum possible number of drives780mm diameter acting as primary support that need to be in- for the pipe arch is completed. The maximum possible number ofstalled first before the tunnel can be excavated. drives per pipe arch tunnel is 20 ± 7 steel pipes depending on the Before construction of the steel pipe arch and eventually the geology. (Fig. 13)tunnel can be carried out, extensive soil investigation is commis-sioned. Apart from drilling borehole on each of four shafts at theembankment, seismic refraction and resistivity surveys, laborato-ry tests, as well as probe holes also help to investigate the geolog-ical profile beneath the expressway. (Fig. 10 and 11) The soil investigation shows granite formation on each leftand right bore of the twin-bore railway tunnel. Higher bedrockprofile on the right bore requires a combination of methods ofumbrella tubes cum steel ribs installation and rock splitting cummanual excavation before microtunnelling and full face excava-tion can be carried out. Rock splitting is required at high bedrockprofile as blasting under the expressway is not allowed. Fig. 12. The microtunnelling machine with retraction mechanism (top) and successive welding of the 780mm diameter steel pipeFig. 10. Left-bore profile of twin-bore pipe arch railway tunnel Fig. 13. Typical cross section of the twin-bore pipe arch tunnelFig. 11. Right-bore profile of twin-bore pipe arch railway tunnel with 20 ± 7 steel pipes of 780mm diameter
  4. 4. 4.2 Pipe Arch Tunnel in ProgressThe microtunnelling machine is launched from the jacking shaftexcavated within a three-sided 1 m diameter bored pile wall and athrust wall for the jacking. The receiving shaft consists of similarthree-sided bored pile wall. The jacking and receiving shafts haveto be excavated in each stage of 2m depth for each possible num-ber of drives. (Fig. 14) Before microtunnelling operation, the perimeter of 800mmdiameter in steel bar and shotcreted reinforcement of the boredpile wall starting face have be cored and hacked out on each ofthe receiving and jacking shaft to prepare as soft eye for the mi-crotunnelling advance and breakthrough. (Fig. 15) Fig. 15. The soft eye prepared for microtunnelling advance Where the bedrock profile is high at the right bore, an addi-tional primary support of mini pipe arch consisting of 61 ± 34numbers of horizontal umbrella tubes at 24m length, 139mm di-ameter and 10mm thick fully grouted have to be installed first tosecure the weathered granite at top of the bedrock. (Fig. 16) The tunnel is then mined in by rock-splitting method in pro-gression of 1m advance. After the rock face is drilled with a se-ries of holes of 110mm diameter, a hydraulic splitter is insertedinside the drilled holes to split open the rock. On completion of every 1m advance of mining, a single steelrib of 203 x 135 x 31mm (31.3kg/m) is installed. Bullflex strip of320mm diameter by 12m length is then installed on top of thesteel rib and inflated with pressurized grout to provide immediatesupport. Crown face of the tunnel at the steel rib is then shot-creted 200mm thick with double layers of BRC A6. Fig. 16. Installation of mini pipe arch ongoing This mini pipe arch operation is repeated until it has mined in20m. The rock face is also further secured with 6m length rockbolts for complete stabilization in order for the pipe arch micro-tunnelling machine to breakthrough at this face of the receivingshaft. (Fig. 17) The extent of steel pipe from jacking to receiving shafts aver-ages about 90m in length. Total length of all steel pipes to bejacked in for each left and right bore of pipe arch tunnel is morethan 2700m. The internal of the pipes are to be backfilled withlean concrete before commencing excavation of the tunnels. (Fig.18) Once the pipe arch of 780mm diameter steel pipes have beencompletely installed, the tunnel will be able to be excavated un-derneath the expressway embankment every 1m in advance withdouble steel rib of 203 x 135 x 31mm (31.3kg/m), supported bybullflex and shotcrete. Fig. 17. Installation of single steel rib ongoing During the progress of pipe jacking, the surface of the ex-pressway embankment is monitored by optical targets. Fig. 18. Installation of pipe arch ongoingFig. 14. The thrust wall and three-sided bored pile wall formsjacking shaft for microtunnelling
  5. 5. 5 CONCLUSIONIt is quite a challenge to construct a twin-bore tunnel throughsuch varying geology in shallow overburden. Debris from the ex-pressway embankment such as tree trunks and steel bars apartfrom soil and gravels are not uncommonly encountered duringmicrotunnelling. Excavation of the tunnel under a live express-way also calls for innovative construction methods, as well as ex-treme caution. At the time of writing, microtunnelling works is still ongoingon the right bore of the Bukit Berapit twin-bore railway tunnel. The construction process calls for close cooperation andteamwork amongst all members of the site team.ACKNOWLEDGMENTSThe authors would like to express their gratitude to Keretapi Ta-nah Melayu Bhd (KTMB), Projek Lebuhraya Utara-Selatan Bhd(PLUS) and the whole site team of MMC-Gamuda Joint VentureSdn Bhd based at Package N6 of EDTP Ipoh-Padang Besar, in-volved in the construction of the twin-bore, pipe arch railwaytunnel.