Application of Raiseboring For

8/12/2019 Application of Raiseboring For

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W o r k i n g r e p o r t 9 7 5 6 e

pplicationofraiseboringforexcavating horizontaltunnels

withRhinomachines

A r n e L i s le r u d

T a m r o c k C o r p o r a t i o n

P a u l i Va i n i o n p a a

T R B R a i se B o r e r s L t d

D e c e m b e r 1 9 9 7


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~ ~ ~

~ December 9, 997R I S E B O R E R S

Client:

Contact persons:

Authors:

Posiva OyMikonkatu 15 A00100 HELSINKI

Jukka-Pekka Salo Posiva Oy \ )Jorma Autio Saanio Riekkola OyArne Lislerud Tamrock Corp.Pauli Vainionpaa TRB-Raise Borers Oy

APPLICATION OF RAISEBORING FOREXCAVATING HORIZONTAL TUNNELS

WITH RHINO MACHINES

/./s/.7},Arne Lislerud9 ~

auli Vainonpaa


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Wor k i ng r e po r t s conta in i n f o r m a t i on on w o r k in progress

o r pending comple t ion

The c onc l u s i ons and v i ewp o i n t s presen ted in the repor t

are t h o se o author s} and d o no t necessar i ly coinc ide

w i t h t h o se o Posiva.


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PPLIC TION OF R ISEBORING FOR EXC V TING HORIZONT LTUNNELS WITH RHINO M CHINES

BSTR CT

One part of the development of the basic KBS-3 concept and other alternative disposalconcepts for spent nuclear fuel has been the development; evaluation of the suitability ofdifferent excavation techniques such as raiseboring. Raiseboring has been used toexcavate shafts since the 1970 s and has proved to e an effective mechanicalexcavation method to excavate holes with circular shape in hard rock with littleexcavation disturbance to the surrounding rock. Raiseboring has also been used toexcavate horizontal tunnels in hard rock. Similar tunnels but of different size anddifferent underground environment have been proposed for use in the KBS-3 conceptinstead of the Drill and Blast or the tunnel boring (TBM) to excavate the depositiontunnels and in the MLH concept to excavate the long horizontal deposition holes.

This report presents the principles of horizontal raiseboring, case studies, a proposedmethod for boring horizontal deposition tunnels in KBS-3 concept and deposition holesin MLH concepts. The equipment is designed by TRB - Raise Borers Ltd. Finallyperformance prognosis for the proposed method based on the described equipment isgiven for the different main rock types at the three different candidate sites selected formore detailed site investigations in 1992.

Keywords: raiseboring, horizontal raiseboring, mechanical excavation


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V K TUNNELEIDEN LOUHINT RHINO NOUSUPOR USKONEILL

TIIVISTELM

KBS-3 tyyppisen loppusijoitusratkaisun j vaihtoehtoisten ratkaisujen kehittfunisenohessa on arvioitu j kehitetty yksitHiisten tekniikoiden kuten esimerkiksi nousuporauksen soveltuvuutta loppusijoitustilojen louhintaan. Nousuporausta on kaytettymenestyksekkaasti 70-luvun alusta lahtien kuilujen louhintaan j se on osoittautunuttehokkaaksi menetelmaksi tehda pyorea kuilu kovaan kallioon siten etta louhinnanaiheuttama hairio kiveen on vahainen. Nousuporaustekniikkaa on kaytetty myos vaakatunnelien tekoon kovaan kiveen. Loppusijoitustekniikan kehittamisen yhteydessa on esitetty KBS-3 tyyppisten loppusijoitustunnelien louhimista nousuporaustekniikkaakayttaen perinteisen poraamalla j rajayttamalla tapahtuvan louhinnan tai tunneliporauksen sijasta. Nousuporaustekniikkaa on esitetty myos kaytettavaksi MLH loppusijoitusratkaisun pitkien vaakatasossa olevien loppusijoitusreikien louhintatekniikaksi.

Tassa raportissa kuvataan vaakasuuntaan tapahtuvan nousuporauksen periaate casetutkielmia ehdotus porausmenetelmaksi KBS-3 tyyppisten loppusijoitustunnelien jMLH tyyppisten sijoitusreikien poraamiseksi seka kuvataan suunnitelma edella mainittuihin sopivasta laitteistosta joka perustuu TRB - Raise Borers Ltd:n laitteistoihin.Lisaksi esitetaan arviot edella mainittujen laitteiden tehokkuudesta kolmen 1992 jatkotutkimuksiin valitun sijoitusaluevaihtoehtoalueen paaki vilajeissa.

A vainsanat nousuporaus vaakaporaus mekaaninen louhinta


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T BLE O CONTENTS

ABSTRACT

TIIVISTELMA

TABLE OF CONTENTS

1 INTRODUCTION 1

2 INTRODUCTION TO RAISEBORING 42 1 THE MAIN STEPS IN RAISEBORING OPERATION 4

3 CASE STUDIES OF HORIZONTAL RAISEBORING 73 1 HAUKVIKA HYDRO POWER PROJECT, NORWAY 7

3.2 MYLLYPURO TEST MINE 11

3.3 PERSEVERANCE MINE, LEINSTER, AUSTRALIA 13

3.4 DIRECTIONAL DRILLING AND RAISEBORING THE BJERUM TUNNEL 15

3.5 STATISTICS FROM THE HORIZONTAL SHAFT AT ROMSAS, OSLO 17

4 DESCRIPTION OF THE METHOD AND TAB-EQUIPMENT

FOR BORING HORIZONTAL DEPOSITION HOLES0 1.68 m AND DEPOSITION TUNNELS 0 4.0 m 20

5 MACHINES- HORIZONTAL RAISEBORING 22

6 PERFORMANCE PROGNOSIS 35

7 SUMMARY AND CONCLUSIONS 38

8 REFERENCES 39


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INTRODUCTION

Plans for the final disposal of spent nuclear fuel in Finnish crystallinebedrock were comprehensively reported in 1992. The technical plans arepresented in report YJT -92-31E (TVO 1992a); the results of preliminaryinvestigations at five candidate sites are contained in report YJT -92-32E(TVO 1992b). n parallel with the development and assessment of the basicconcept, the suitability of alternative concepts for the disposal of spent fuelin the Finnish bedrock were studied in 1989 - 1991. A more comprehensiveevaluation of alternative canister and repository designs was carried out inSKB s PASS project between 1991 and 1992 (SKB 1992). Since 1993, thefocus of research and development on encapsulation and disposaltechnologies has been on further development of the KBS-3 repositorydesigns, see Figure 1-1. The interim reports on encapsulation, disposaltechnologies and repository designs for the basic KBS-3 concept are

presented in (Posiva 1996) and (Riekkola Salo 1996).

Figure 1 1. KBS 3 type Basic Concept for the final repository for spent fu lTVO 1992a).


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2

entonite

Canister

Figure 1 2. Cross section o a KBS 3 type deposition tunnel. Canisters areemplaced in holes excavated n the tunnel floor and surrounded by bentoniteclay.

n parallel with the development work on the KBS-3 basic concept,development and assessment of alternative disposal concepts and specifictechniques has continued. Three alternatives to the basic KBS-3 design wereassessed (Autio et al. 1996): KBS-3-2C with two canisters in a depos ition

hole, Short Horizontal Holes (SHH) in the side walls of the tunnels, and theMedium Long Holes (MLH) concept, in which some 25 canisters areemplaced in a single, horizontal, approximately 2 metres long depositionhole bored between the central and side tunnels.

One part of the development of the basic KBS-3 concept and otheralternative disposal concepts has been the development and evaluation ofthe suitability of different excavation techniques such as raiseboring for theexcavation of the repository. Raiseboring has been used since the 1970 s toexcavate shafts and has proved to be an effective mechanical excavationmethod to excavate holes with circular shape in hard rock with littleexcavation disturbance to the surrounding rock. A new technique based onraiseboring type rotary crushing and removal of cuttings by vacuum flushingwas developed and demonstrated (Autio Kirkkomaki 1996) for the boringof deposition holes. Raiseboring is also a potential technique for theexcavation of shafts other than the investigation shaft down to therepository. Raise boring has also been used to excavate horizontal tunnels inhard rock. Similar tunnels but of different size and different undergroundenvironment have been proposed for use in the KBS-3 concept instead ofDrill and Blast or tunnel boring (TBM) to excavate the deposition tunnels,see Figure 1-2, and in the MLH concept, see Figure 1-3, to excavate the long

horizontal deposition holes. The Finnish design variation for the VLHconcept (Autio 1992) was also based on the use raiseboring.


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3

anister Transfer Shaft

Side Canister

entral Tunnel

/ Deposition Tunnel

Central

funnel

Figure 1 3. Lay out and cross section of the ML concept.

The limitations of raiseboring have been associated mainly with cutterheaddiameter limitations with respect to efficiency straightness and case ofcuttings removal in horizontal boring. This report represents the principles ofraiseboring in Chapter 2 and case studies of horizontal raiseboring in Chapter3 A poroposal for a method for boring horizontal deposition tunnels in KBS-3 concept and deposition holes in MLH concept is given in Chapter 4. Theequipment design by TRB Raise Borers Ltd is given in Chapter 5 Finallythe performance prognosis for the proposed method based on the describedequipment in Chapter 5 is given in Chapter 6 for the different main rock typesat the three different candidate sites selected for more detailed site

investigations in 1992.


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4

2 INTRODUCTION TO RAISEBORING

Raiseboring is a well established full face excavating method. n full facemethods the whole cross section of the hole is bored to the final diameterwith no use of explosives.

The Raiseboring Method consists of drilling a pilot hole first, followed byreaming of the pilot hole to the final diameter. The pilot hole diameter issomewhat larger than the drill rods; and the direction of drilling is generallyvertically down or inclined. The reaming to final diameter is generally madein the opposite direction back reaming).

2 1 THE MAIN STEPS IN RAISEBORING OPERATION

Site preparation:

- A flat concrete foundation is made for the raiseboring machine.- A small water reservoir dam) is prepared for the flushing water.- The machine base plate is anchored to the concrete with rock bolts.

Transportation and machine assembly:

- Transportation of power units and machine to the base plate.- Raiseboring machine attached to the base plate.

- Machine alingned for pilot hole drilling.- Storage site for drill rods prepared; drill rods and other drillingaccessories transported to the drilling site.

Figure 2 1. Typical arrangement or pilot drilling


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Pilot Hole Drilling:

- The pilot bit is connected to the starter sub see Chapter 3 for details)with a check-valve and the sub is connected to the first stabilizer.

- Connect flushing hoses.

n pilot hole drilling, flushing medium is used to bring the cuttings up fromthe hole. The alternatives for flushing are the use o compressed air, water, amixture o air and water, or mud.

n normal conditions, water flushing gives the best boring efficiency. naddition, no air borne dust is produced when water flushing is used. Thesimplest way to organize water flushing is to have a closed circuit from adam built close to the machine. Water is pumped from the dam, through themachine and the drill rods to the pilot bit, and the outgoing water and thecuttings are lead pumped) back to the the dam; where the debris can settleand the clean water is reused.

Pilot Hole Break-Through - Reaming Preparation:

- When the pilot bit breaks through, the pilot bit and some stabilizers fromthe drill string are removed.

- The rock face at the break -through point should be as close to 90 degreesas possible. n most cases the rock face has to be trimmed straight andmade perpendicular to the pilot hole.

- The reamer head is attached to the drill string and the thread connection

between the stem and the stabilizer is made up with the correct torque.

Reaming:

Reaming is started with a low rotation speed and low reamer force until thecollaring is completed. When the machine is rotating the cutterhead andpulling it against the face; the rock is broken by tungsten carbide inserts onfreely rotating cutters mounted on the reamer head. Most o the prematurecutter and stem failures are caused by poor collaring, i.e. too high feed forceand rotation speed have been utilized in this stage.

When the reamer head is boring with the whole diameter, net advance ratescan be brought to normal levels, i.e. 0.5 to 2.0 meters per hour depending ondiameter and rock mass conditions.


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igure 2 2. Typical arrangement or reaming.

Finishing the Hole:

- With modern machines, the reaming is carried out all the way to themachine. f the head has to be lowered, it may mean an additional week swork.

- The reamer head is fastened with a chain t a beam placed above the raiseand the thread connection o the stem is opened.

- Machine and base plate are dismounted and transported to the next hole.- The possible uncut edge (for inclined holes) is sliced away and the

reamer head can be lifted away from the top o the raise.


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7

3 CASE STUDIES OF HORIZONTALRAISEBORING

Horizontal raiseboringis boring with zero or a small angle to the horizontal

plane. For standard raiseboring the pilot hole is flushed with water to bringthe cuttings out and during reaming gravity takes care of the cuttings. nhorizontal raiseboring special attention has to be taken for cuttings removal.n pilot drilling the water flow has to be adequate to prevent the cuttings

from settling along the bottom of the hole. During reaming the cut face mustbe cleaned the cuttings brought to the other side of the reamer head andfinally remove the cuttings from the tunnel. The details of thesearrangements and other specialties connected to horizontal raiseboringwillbe discussed in more detail later on this chapter.

3.1 HAUKVIKA HYDRO POWER PROJECT NORWAY

Two unlined near-horizontal tunnels for a combined small hydro power plantand fresh water supply for local fish farmers at Vinje0ra were raisebored byAstrup H0yer A/S from October 1986 to May 1987.

LocationClientContractorGenerator

Annual Production

Haukvika Vinje0ra S0r Tr0ndelagHaukvik Kraft A/SAstrup H0yer A/S2 3MW

10GWh

1:2

igure 3 1. The power plant tunnels are shown on the sketch above.


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8

Table 3-1. Tunnel data and operational data at Haukvika.

Tunnel Data

LengthDiameterInclinationConstruction Time

Operational Data

MachineRodsPilot Bits

Reamer for Tunnel ICutter Dressing for Tunnel I

Reamer for Tunnel IICutter Dressing for Tunnel II

Tunnel

685m1.06m

6

4 months

Rhino 1000E5'1 10Reed 11

Tunnel

550m1.35 m

10.53.5 months

Sandvik CRH3, (01.06 mSandvik @ CMR41 and2 @ CMR51 cutters

Sandvik CRH4, 01.35 mSandvik 3 @ CMR41 and3 @ CMR51 cutters

Table 3-2. Proporties o medium grained granitic gneiss at Haukvika.

Rock TypeBrittleness Value, S2nDensitySievers 1-ValueAbrasion Value Carbide, A VAbrassion Value Steel, A VSCutter Life Index, CLDrilling Rate Index, DRIVickers Hardness Rock, VHNR

Mineral Content Percentage XRD):

QuartzPlagioclaseOrthoclaseAmphiboleCalciteMicaChlorite

462.62 glcm 3

4.120 mg/5min14 mglmin

8.642

821

28%31%37%0.5%1.0%1.5%1.0%


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The pilot hole for the first tunnel was drilled from mid October till thebeginning o December. The pilot hole drilling was delayed due to twowrecked pilot bits and remaining metal fragments from the bits on the holebottom. The last wreckage occurred only 15 m from break-through. Duringthe 7 remaining work days before the Christmas Holidays, 145 meters o

tunnel were reamed. The next tunnel section o 315 m was reamed in 10days after which the cutters were changed from within the tunnel. Theremaining 225 m were reamed in 5 days.

The contractors experience o reaming these two near-horizontal tunnelswas that the wear and tear o the drilling equipment was higher than fortraditional raise boring. Wear on peripheral cutters was about twice thenormal rate. Stabilizer wear was also higher than usual. The removal ocuttings was done by water flushing. Desired flush flow rates for this kind owork is approx. 1000 - 1500 1/min

Pilot hole deviation was monitored in stages using a gyro for the first 200 mAfter this, a compressed air system was used for measuring bit altitude. Bitfeed force and rotary speed settings for the following pilot hole section weredetermined by the bit altitude deviation. The vertical deviation o the pilothole was crucial (water levels), and on break-through totaled 0.60 m forTunnel I The horizontal deviation was pronounced; but o no significanceto the power plant design. t totaled 25 m

igure 3 2. Haukvika jo site overwiev


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10

Pilot Hole Drilling - Tunnel

4.5

4.0

.c 3.5E-.

3.0a:

s::::: 2.5; ;culoo.

2.0l,

s:::::Cl,

a. 1.50Cl,

1.0ua:

0.5

0.00 (X) I -- lO C\1 0 (X) I --


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Table 3-3. Net penetration rates for the reaming of Tunnel I and at Rod310.

Force on Force on ROP Net Reamer Reamer Cutter

Reamer Row Penetration RP Torque Coeff.kN) kN/row) m/h) mm/rev) kNm) k

460.0 20.19 1.84 1.80 17.0 6.0 0.0493515.0 23.24 1.52 2.54 10.0 6.25 0.0446660.0 31.30 0.91 4.11 3.7 10.0 0.0530480.0 21.30 2.22 2.06 18.0 7.0 0.0545

3.2 MYLL YPURO TEST MINE

After manufacturing the first Rhino 1000 E; this machine was tested bymaking a 62 meter long horizontal tunnel of diameter 2134 mm. The tunnelwas bored in Tamrock Test Mine in 1973. For this prototype machineTamrock also manufactured the first Tamrock 10 drill string. The reamerhead was manufactured by Tamrock for Smith cutters. The head wasspecially designed for horizontal boring. There were special wings welded onthe reamer to lead the cuttings behind the head. Four cutters were placed asrollers supporting the head against the tunnel wall. A special block wasattached behind the reamer for the scraper system used to bring the cuttingsout of the tunnel. The machine with the original drill string is still in

operation.

Table 3-4. Test results.

Machine: Rhino 1000 EReamer: Modified Tamrock/Smith 7ft, 16 4 (stab) cutters,

7 button rows/cutterReaming 16 RPM

Force on Force on Reamer Cutter Cutter ROP Specific

Reamer Row Torque Coeff. Constant EnergykN) kN/row) kNm) k m/h) kWh/m 3)

785 7.01 41.20 0.087 0.28 69981 8.76 51.01 0.086 0.46 52

1177 10.51 58.86 0.083 0.1014 0.64 43

1373 12.26 64.75 0.078 0.0827 0. 85 361570 4 .02 76.52 0.081 0.0787 1.02 35

1668 14.89 78.48 0.078 0.0718 1.13 32


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Table 3 5. Drilling data from the horizontal hole in the Tamrock TestMine. (Pilot drilling)

1 Geology - FormationUnconfined Compressive StrengthRelation of Bedding Dip

Granodiorite150 MPa

no bedding, somenear vertical jointso Pilo t Hole

2. Pilot Hole - Inclination from HorizontalDiameterLength

3. Drill Make and Model

verage Thrust Usedverage Torque Usedverage RP

Circulating medium - air

4. In Hole ToolsBi t -

waterother

Make and TypeDiameterBit ~ f e

0.4 downwards12- 1 46 2 m

Rhino 1000 E2 5 -

30 tons

40RPM

120 - 250 1/min

Dresser12- 1 4

Stabilizers - Make and Type Tamrock, integr. six-ribDiameter 12-Number and Location four, 32 m, 5 m, 61-62 m

Drill Rods- Make and TypeDiameterWall Thickness

5. Rate of Penetration A vg)

6. Hole Survey - Type

Frequency of Survey

7. Techniques Used to Control Deviation

8. Hole Deviation

Tamrock 6f t10

1 1;4

2.23 mJh

manual observation andwith teodolite

Stabilizers and thrust

% up and right


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Figure 3 4. Principle of reaming and the cutterhead used at Tamrock testmine

3.3 PERSEVERANCE MINE, LEINSTER, AUSTRALIA

n 1991 - 1992 three horizontal holes were bored at Perseverance MineLeinster Australia. The diameter o the holes were about 4 meters and thelength o each was about 80 meters. The rock types at Perseverance Mine areminely schists.

Table 3-6. Mineral Content Precentage Thin Section).

GraphiteChloriteSerpentine

37

34

29


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Figure 3 5. Horizontal b nng.

r K . / 0 4 5M

14

p lgure 3 6. Reamer head arrangement.

0 4 0 M


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5

Table 3-7. Horizontal boring

CaseLocation:

Contractor :

Tunnel DiaTunnel LengthPilot Hole Dia :Drill Rod Dia :Rock Compr Strength:Reamer Type :Machine Type :

UG-DRIVES FOR LONGHOLE DRILLINGLEINSTER NICKEL MINE,WESTERN AUSTRALIAAUSTRALIAN RAISE DRILLING

4 4 . 5 m3 5 100 m

3 3/412 7/85 0 150 MPaSANDVIK CRH13 SPROBBINS 85R

3 4 DIRECTIONAL DRILLING AND RAISEBORING THEBlERUM TUNNEL

Directional drilling was applied in 1991 at Brerum near Oslo in completing a1.8 m diameter and 295 m long raise that was bored through hard rock inNorway.

Directional diamond drilling

Directional drilling in aluvium and softer sedimentary rocks is a widelyestablished technique for laying pipes and cables beneath obstructions.

The technique has been used for power and communication cabling,sewerage and water pipelines. A growing requirement is the diversion ofriver courses in roadworks and hydro schemes.

Directional diamond drilling along a proposed line can be carried out using asteerable corebarrel, the Vie Drill Head from Devico A/S, Norway. For the

critical positional surveying during this phase, a Maxibor in-hole surveyingdevice from Reflex Instrument AB is used. This non-magnetic devicemeasures the small changes in direction over each 3 m length of hole. Oncecompleted, the directional pilot holes are then reamed up in two or threephases to the final diameter using a horizontal raiseboring system.

This technique was used in the completion of a 1.8 m diameter tunnelbeneath Brerum, a residental area near Oslo, Norway. The work was carriedout by Drill con AB. The tunnel was designed to carry sewerage, storm waterand fresh water in three separate pipelines. The directional pilot hole wasdrilled using an Onram 1000 core drill, manufactured by Hagby Bruk AB.Cores from the 56 mm guide pilot hole revealed several clay-filled fracturezones in the otherwise hard granite. These varied from 0.5 m to 2.5 m in


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width and could be grouted as they were encountered; assisting both furtherdrilling and the final stability of the tunnel.

The accuracy achieved in diamond drilling was half of the specifiedtolerance of 0.3 %vertically, 0.5 %horizontally.

aise boring

Once the pilot bit had broken through, a Tamrock Rhino 600 raiseboring rigwas set up to ream the hole in two passes. The first pass used a 12 1;4raisebore pilot roller bit with a unique guidance section that followed the0 56 mm directionally controlled core hole. t was run on standard 10 raisebore rods which were also used for the final back-reaming. For backreaming, a specially assembled cutterhead by Drill con was fitted to the 10rods at the break-through reaming the 12 1 4 hole to its final 1.8 m diameter.

The two biggest problems to be overcome in directional raiseboring are:

- following the directionally controlled core holeand removing the cuttings on the back ream.

An MSc thesis (Reitar 1992) at the University of Trondheim was made in1992 regarding the use of guide holes, pilot holes and back reaming.

The finished tunnel required no further stabilization and has no final lining.

Sewage and drinking water are piped separately inside and the tunnel itselfcarries storm water.

Total costs for the unlined Brerum tunnel were well under 1000/m. Oneadvantage identified, was the ability to have continuous cores takenthroughout the directionally controlled core-pilothole drilling.


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7

3.5 STATISTICS FROM THE HORIZONTAL SHAFT AT0

ROMSAS, OSLO

Horizontal hole diameter 0 660 mm length 101 meters.

Table 3-8. Pilot drill ing statistics.

Pilot drilling lOlm Horizontal Shaft at Romsas, NorwayDateLocationContractorRock TypeMachineTorqueRodsPilot BitReamer

CuttersInclination

Relative

Rod

#

Hole

Length

m)I23456789lO

12

13

14

15

16

17

18

19

20

21

2223

24

25

26

27

29 .030.532.033.635 .136.638 1

39 .741.242 .744.245.847.348.850.351.953.454 .956.458 .059.561.062.564 1

65 .667 1

68 .628 70 .229

30

31

32333435

3637

38

39

4041

71.773.274.776.377 .879.380.882.483 .985.486 .988 .590 .0

AugusUSeptember 1991Romsas, Oslo, NorwayBoliden MinecoSyenite (Nordmarkitt)Rhino 600Hx100% =26kNm5' /10110.66m

2@ Sandvik-2.5

RPM ROP Torque Force

Percentage on Bit

Bit

Torque

(kNm)4046

46

45

(m/h)2.201 25

1 85

1.8045 1 95

46 2.9045 1.5046 1.6050 1.9545 1.9545 1.7045 1.4051 2.0550 2.4850 2. 8050 2.1049 2.8549 2.7049 2.1049 2.2350 2.5048 2.5044 2. 2534 2.3534 2.5033 1 87

36 0.90

37

37

3334

3629

343020

34

99

1 25

1.521 45

2.00

1.441.80

1 35

1.261.121 20

0.80

(%) (kN)62 183 .9 16 .1

16 1

18 .217 7

62 145.470 222.568 222.57070727072

727576

48

50

50505052

52

52

5252

53

60626460

62626264

6265

626475

68

53

222.5 18 .2214.8 18 .2145.4 18 .7161.0 18 .2145.4 18 .7

145.4 18 .7145.4 19.5137 .7 19 .8183 .9 12.5175.8 13.0175 8 13.0175.8 13.0136.8 13.0175 .8 13 5156 5 13 .5156.5 13 5152.7 13 .5183 .9 13 .5183 .9 13 .8214.8 15.6191.4 16 1164.2 16.6138 .0 15 .6

145.4 16 .1176 .2 16 1153 1 16 1

176 .2 16 6

214.8 16 .1175.9 16 .9

16 .1145.4 16 .6161.0 19.5130.2 17 .7

13 .8

Net

Penetrationmm/rev)

0.920.450.670.670.721 05

0.560.580.65

0.720.630.520.670.830.930.700.970.920.710.760.830.870.851.151 23

0.940.42

0.560.680.730.98

0.671 03

0.751.050.552.221.48

Force

T1(kN/bit)

194 .9246.6290.5291.6276.4207.8215.2231.6193 .8

180.6198 .0213.4240.2199 .6184 .1223.0139 .7186 . 1195.9188 2

172.4202.1204.6195.5167 1170 .6247.4

213.3226.8188 .5178 .5

281.5172 .0

176 .2155 .8194.2

Cutter

Coeff.

k0.99601.25970.92940.9028

Cutter

Constant

c1.04021.87181.13521.1057

0.9294 1.09360.9627 0.93921.4628 1.96261.2844 1.68691.4628 1.8144

1.4628 1.72131.5238 1.92041.6305 2.26430.7711 0.94200.8402 0.92410.8402 0.86970.8402 1.00421.0797 1.09660.8738 0.91180.9816 1.16140.9816 1.12701.0060 1.10200.8353 0.89660.8514 0.92220.8252 0.76880.9569 0.86441.1514 1.18481.2844 1.9898

1.25971.03951.19631.0730

0.85271.0916

1.30031.37611.5429

1.67871.25621.39801.0837

1.04431.0733

1.50151.34302.0822


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-c- - 0n::

s:::::

0

ns

Cls:::::

Clc

0

Clns

n::

-c- 0n::

s:::::

0ns

Cls:::::

Clc

0Cl

ns

a

18

Piloting Romsas Horizontal Shaft3,00

2,50

2,00

1,50

1,00

0,50

0,00

Hole Depth m)

Figure 3 9. Rate o penetration for pilot hole drilling.

Reaming Romsas Horizontal Shaft4,5

4,0

3,5

3,0

2,5

2,0

1,5 -

1,0

0,5 - -

0,0 I T

- -

-

-

0m

I

I

-

1

1 1

-1

1 - 1 1

I I I -

- - -

I T T T

Hole Depth m)

Figure 3 10. Rate o penetration for back reaming.

1

r

i-

,_

- 1 1

1 I -

- 1

1 1


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19

Table 3-9. Reaming statistics.

Reaming l lm Horizontal Shaft at Romsas Norway

Date August/September 1991Location Romsa s Oslo, NorwayContractor Boliden MinecoRock Type Syenite (Nordmarkitt)Machine Rhino 600HxTorque 100% = 87kNmRods 5'1 10Pilot Bit 11Reamer 0.66mCutters @ SandvikInclination 2 5

Relative Hole RPM ROP Force Reamer Net Force Force Force Cutter CutterRod Depth on Torque Penetr. on on Tl Coeff. Const.

Reamer Cutter Rowm) (m/h) (kN) (kNm) (mm/rev) (kN/c) (kN/row) (kN/row) k c

99.1 10.0 3.5 412.9 36.0 5.83 206.5 45.9 14.1 0.4194 0.17362 97.6 18.0 1 7 393.6 36.0 1.57 196.8 43.7 32.3 0.4399 0.35073 96.1 18.0 1.8 354.2 31.5 1.67 177.1 39.4 28.0 0.4278 0.33134 94.6 17.5 2.0 392.7 29.3 1.90 196.4 43.6 28.4 0.3589 0.26005 93.0 18.0 2.2 302.9 31.5 2.04 151.5 33.7 20.9 0.5002 0.35056 91.5 18.0 3.3 354.2 29.3 3.06 177.1 39.4 18.7 0.3979 0.2276

7 90.0 18.0 2.2 393.2 29.3 2.04 196.6 43 .7 27.2 0.3584 0.25118 88.5 18.0 2.8 470 .7 31.5 2.59 235.4 52.3 27.7 0.3219 0.19999 86.9 18 .0 3.5 470.7 31.5 3.24 235.4 52.3 23.9 0.3219 0.178810 85.4 18.0 4.2 432.2 31.5 3.89 216.1 48.0 19.4 0.3506 0.177811 83.9 18.0 2.2 392.7 27.0 2.04 196.4 43.6 27.1 0.3307 0.231712 82.4 18.0 2.2 392.7 27.0 2.04 196.4 43.6 27.1 0.3307 0.231713 80.8 18.0 2.4 392.7 27.0 2.22 196.4 43.6 25.6 0.3307 0.221814 79.3 18.0 3.4 470.7 27.0 3.15 235.4 52.3 24.3 0.2759 0.155515 77.8 18.0 2.2 451.4 27.0 2.04 225.7 50.2 31.2 0.2877 0.201616 76.3 18.0 3.4 470.7 27.0 3.15 235.4 52.3 24.3 0.2759 0.155517 74.7 18.0 2.7 392.7 22.5 2.50 196.4 43.6 23.7 0.2756 0.174318 73.2 21.0 3.3 431.7 36.0 2.62 215.9 48.0 25.2 0.4011 0.247919 71.7 18.0 2.2 431.7 22.5 2.04 215.9 48.0 29.8 0.2507 0.1756

20 70.2 18.0 2.1 490.5 22.5 1.94 245.3 54.5 35.0 0.2206 0.158221 68 .6 40.0 4.5 392.7 40.5 1.88 196.4 43.6 28.7 0.4961 0.362322 67.1 18.0 2.4 494 .0 22.5 2.22 247.0 54.9 32.2 0.2191 0.147023 65.6 24.0 3.0 494.0 31.5 2.08 247.0 54.9 33.6 0.3067 0.212524 64.1 30.0 4.2 494.0 18.0 2.33 247.0 54.9 31.2 0.1753 0.1147


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4 DESCRIPTION OF THE METHOD ANDTRB EQUIPMENT FOR BORINGHORIZONTAL DEPOSITION HOLES

0 1.68 m AND DEPOSITION TUNNELS0 4.0 m

Site preparation

Site preparation for horizontal raiseboring is very similar to that o thetraditional vertical or inclined applications. The general requirements are:power supply for the machine lighting ventilation and water supply at thework site.

The rock surface has to be cleared and cleaned for the concrete f o u n d t i o n ~the base plate positioned on the concrete and bolted to the rock. Normallythe base plate is locked against movement to the wall and in the case olarge cutterhead diameters turnbuckles should be used to support themachine to the wall.

All machine components are brought to the work site and prepared forboring. The machine itself must be positioned and adjusted to the desiredalignment for the hole. A storage must be build for the drill rods including arod handling device.

Pilot drilling flushing pumps hoses and water reservoir must be circuitedtogether for water circulation.

Figure 4 1. Reaming arrangement


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2

Pilot hole drilling is started carefully and with low penetration rates. Whenthe first stabilizer is drilled in, then the drilling rate can be increased toapprox. 1 meter/hour. The rope effect of the drill string must beunderstood in order to control the horizontal pilot hole drilling orientationsuccessfully. The assembly at the hole-bottom is larger in diameter than

the rest of the drill string. The weight of the rods therefore have a tendencyto force the hole-bottom assembly upwards. This phenomena can be usedto steer pilot hole drilling.

When the feed pressure is increased, the bit drills upwards. f the feedpressure is decreased due to the weight of the stabilizers, the pilot bit drillsdownwards. n long holes, even in the short 62 meter hole at the TamrockTest Mine, stabilizers were used also along the drill string in addition to theones straight after the pilot bit.


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5 MACHINES HORIZONTALRAISEBORING

The basic Rhino machine design is already suitable for horizontal operation:

Machine mounting and support in horizontal position is built into Rhinomodels. The concrete pad must be tilted according to machine model.Flushing through the machine during pilot hole drilling and in addition tohigher flushing volumes during reaming is required.

Rhino 418 H for boring horizontal deposition holes

The recommended machine for the 1.68 meter diameter deposition holes isthe Rhino 418 H with modified mounting and transportation equipment.

316

Figure 5 1. Rhino 418 H basic measurement drawing


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23

Figure 5 2. Special Rhino design for horizontal holes.

Table 5 1. Dimensions and Weights o the Standard Rhino 418 H.

COMPONENT LENGTH WIDTH HEIGHT WEIGHTmm) mm) mm) kg)

BORER UNIT

WHILE BORING 3 160 1 730 3 775 11 000

IN TRANSPORT 3 685 1730 1 515 1 000

GEARBOX 1 365 1 590 1 430 4 000

FRAME 1 200 1 730 3 685 3 300

BASE FOOT 2000 1 444 395 570

HYDRAULIC CYLINDER 1 975 720 310 9002 129

TURNBUCKLE 90 - 54) 2 510 140 76

DRILL ROD MANIPULATOR 1 500 1 370 600 490

HYDRAULIC POWER UNIT 2000 1 370 830 1 000top part

HYDRAULIC POWER UNIT 2000 1 370 930 2 375lower part, 132 kW without hydraulic oil 1700

OPERATOR S CONSOLE 900 800 1 230 120

TOOL BOX 1 000 760 870 110

with special tools 350


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24

Table 5 2. Specifications for Rhino 400 raiseborer.

SERIE RHINO 400 MODEL 418 H

RAISE DIAMETERdepending o f rock type)

RAISE LENGTHdepending on rock type)

ROD -diameter-length net)-thread DI-22

STABILIZER -diameterlength net)

PILOT HOLE -diameter

DRIVE SYSTEM- HYDRAULIC MOTOR

GEAR BOX- SPUR GEARS

PilotingReaming

-TORQUE operating at 13 RPMmax 220 bar)

HUCK THREAD: DI-22

WEIGHT: including motor)

REAMING THRUST 320 bar

FEED RATE -up-down

RAPID TRAVERSE up-down

ANGLE FROM HORIZON-optional

BORER UNIT WEIGHTin transport

HYDRAULIC POWER UNITother voltages available

:-WEIGHT

1.2 1.8 m2.1 m

300m

254mm

1.524 m

280mm

1.424 m

280mm

0 240 bar

total ratios

1: 2.231:7.76

90kNm

120 kNm

8 1 4 inch

4000 kg

2000 kN

6m/h

12 m/h

3 m/min5.7 m/min

55 to 9023 to 90

11 000 kg10 000 kg

380V 132kW

2 375 kg1 000 kg

4 6 f t

7 f t

984f t

10 inch5

8 1 4 inch

11 inch56 inch

11 inch

0 135 RPM

range

0 3 2 4 6 RPM0 13 17 RPM

50Hz


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25

Rhino 2006 DC for horizontal deposition tunnels

Table 5 3. Specifications for Rhino 2000 raise borer.

SERIE RHINO 2000 MODEL 2006 DC

RAISE DIAMETER

RAISE LENGTH depending on rock type)

ROD -diameterlength net)-thread DI-22

STABILIZER -diameterlength net)

PILOT HOLE -diameter

DRIVE SYSTEM- ELECTRIC DC MOTORS

GEAR BOX- SPUR GEARS

- Piloting- Reaming

-TORQUE operating at 11 RPMmax

- CHUCK THREAD: DI-22

- WEIGHT: including motors)

REAMING THRUST 320 bar)

FEED RATE -up-down

RAP D TRAVERSE - up-down

ANGLE FROM HORIZON-optional

BORER UNIT -WEIGHT- in transport

ELECTRIC POWER UNITWEIGHT

HYDRAULIC POWER UNIT-motor

-WEIGHT

2.13 6.10 m 7 2 0 f t

600m

327 mm

1.524 m

349mm

1.424 m

349mm

2*145 kW

total ratios

: 601 : 244

1968 ft

127/8inch

5f t

10 V2 inch

13- inch56 inch

13- inch

0 26 00 RPM

speed range

0 4 4 RPM0 11 RPM

411 kNm700kNm

10 Y2 inch

12700 kg

6400 kN

3 m/h5 m/h

1.8 m/min3.6 m/min

63 to 9015 to 90

25600 kg23000 kg

3 80 6 00 V 400kVA

1600 kg

575 V 55 kW2400 kg


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26

S 9 2 7 .4

Figure 5-3. Transportation measurements of Rhino 2006 DC.

Table 5-4. Dimensions and Weights of the Standard Rhino 2006 DC.

COMPONENT LENGTH WIDTH HEIGHT WEIGHT

kg

BORER UNIT

- WHILE BORING 2 600 2005 3 805 5 400 25 600- IN TRANSPORT 3 755 1935 2050 23 000

GEARBOX 1900 1 870 2 650 2 700

FRAME 3 800 1900 1 800 6 700

BASE FOOT 265 500 2 600 2 600

HYDRAULIC CYLINDER 2 780 370 1000

TURNBUCKLE 90 - 63 865 150 5DRILL ROD MANIPULATOR 2050 800 840 1400

BASE BEAMS (optional) 5 800 720 550 2 3 350

ELECTRIC POWER UNIT 2 200 1000 1 250 1 600

HYDRAULIC POWER UNIT 2 200 1 000 1500 2400

OPERATOR S CONSOLE 750 700 1 000 100

TOOL BOX 1 000 760 870 200

CRAWLER incl. power pack6100


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27

Drill String

Drill rods, stabilizers and pilot sub are called with one name in raiseboring,drill string.

Drill Rods

For different machine sizes there are different drill rod. The present standarddrill rod sizes are listed in the table below.

c

---.----.--

F E

Figure 5 4. Drill rod drawing

Table 5 5. Drill rods dimensions.

Thread A c D E F WeightDI-22 mm mm mm mm mm kg

6-3/4 203 1219 140 125 70 41 175 1708-114 254 1524 149 125 70 41 203 3209-1/4 286 1524 162 125 76 41 229 460

10-112 327 1524 203 135 100 63 267 620

Rhino 418 H uses 254 mm 10 rodsRhino 2006 DC uses 327 mm 12-7/8 rods

Stabilizers

The stabilizer diameter is the same as the pilot bit diameter and for 1 0 rods280 mm or 11 bit and stabilizers are selected due to the horizontal boring.

Standard raiseboring drill string are used also in horizontal applications.However, spiral stabilizers are preferred to straight rib stabilizers.


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28

c8

Figure 5 5. Stabilizer drawing

Table 5-6. Stabilizers - dimensions.

Thread A B c D E WeightDI-22 mm mm mm mm mm mm mm kg

6-3/4 251 1120 270 203 70 41 175 3008-1/4 280 1424 300 254 70 41 203 4008-1/4 311 1424 320 286 70 41 203 6009-1/4 311 1424 320 286 76 41 229 60010-1/2 349 1424 420 327 100 63 267 700

Pilot sub

The pilot sub is the connecting piece between stabilizers and the pilot bit.The male thread is standard DI-22 and size according to the stabilizer threadand the female thread is standard API for pilot bit.

Also a check-valve is mounted inside the pilot sub. The valve prevents theflushing media and the cuttings from going up the stabilizers during theperiods when the flow is off.

Cutterhead and cutters

n normal raiseboring where back reaming is done upwards the crushedrock from the face falls on the head and goes through the openings in thehead and falls down the raise.

In horizontal boring mucking has to be handled in two stages:

1 Special care has to be taken to clean the boring face. The best way toclean the face is to spray water from special nozzles on the head to therock face. This water is normally provided to the head through the drillstring.


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A clean rock face results in improved penetration rates and in addition,cutterhead rotation is smoother when operating clean face.

2 The muck has to be moved from the face and from the bottom o the hole

to behind the cutterhead. f this muck removal is not effective, the gagecutters will recut the muck in the hole invert. This muck actually acts likesolid rock when hit by a gage cutter, causing excess stresses to thecutterhead, to the stem and to the rest o the drill string.

Normally the head is equipped with wings to push the wet muck behindthe head.

Large diameter reaming heads are often equipped with a stabilizing system,i.e. rollers on the gage o the he ad support ageinst the hole wall. This willdiminish the load and wear on stabilizers and it will also help to keep reamerin alignment with pilot hole.

Cutters used in horizontal raiseboring are normal serial productionraiseboring equipment.

Figure 5 6. Sandvik Horizontal 4 meter diameter cutterhead


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30

uck removal

The first part of mucking is already taken care by the cutterhead, which hasjet nozzles for flushing the face and scraping wings to transport the muckbehind the head.

Mucking arrangements after the reamer head depend on the circumstances:

Inclined holes:

If there is any inclination, water flow can be used for mucking. Waterbrought to the head through the drill string will flush the cuttings outfrom the hole. or large diameter holes or in more shallow anglesadditional water can be pumped through the annulus between the pilothole and the drill rods or it can be provided with a separate hose whichfollows the head.

Absolutely horizontal holes:

n absolutely horizontal holes, the on the head arrangements are same.Flushing the rock face with spray nozzles and the wings on the head tomove the muck from the rock face to the back of the reamer.

1 n small diameter holes (limited space, relatively small amount ofmuck/hour) a scraper/winch system is normally used.

An electric or pneumatic winch is used to tow a set of scrapers back andforth in the bore to bring the cuttings out from the hole. Depending on thesituation there can be one scraper that travels from the head to the otherend of the hole or with shorter stroke there can be more scrapers workingfor shorter distance.

In short holes big wincing capacity; only one scraper is required.

2 Mucking with suction systems

Suction systems can be used for mucking as one alternative. Water andthe attashment wings first bring the muck behind the head. rom there thesuction system takes over. The suction nozzle is formed to follow thewall of the hole. It is attached to the head, so that it follows the headwhere the scraper wings bring out the cuttings.

The suction pipe should be extendible while the head advances. Suctionpump and the settling arrangement is located outside the hole.


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31

3 Screw conveyor

A screw conveyor attached to the head is another possibility to removethe cuttings out behind the head. The water amount has to be adequate todilute the muck enough for the screw and the pipe transport.

4. Belt conveyor

The head can also be designed in such a way that the wings do not onlypush the muck behind the head, but the lift it up and dump it from theupper position. The dumping position is the start o the belt conveyor.The whole belt system is towed by the head. Extension belts are used asrequired as the head advances.

5 Water and pressurized air

This method is as follows; the reamer head tows a plug which seals thehole. Down in the plug there is a hole and a hose out from the hole.Flushing water is lead through the string and additional pressured airadded in the annulus between the pilot hole and the drill rods.

The water cleans the face, wings move the muck behind the head andthen the over-pressure drives the muck through the pipe.

6 Loader

When the hole is large enough, even a LHD can be used for mucking.LHD s were used in the Leister Mine.

Figure 5-7. Scaper loading


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32

Pilot drilling Drilling accuracy

Water or mud is the recommended flushing media for pilot hole drilling.Air, which can be used in vertical applications, would not transport thecuttings very well: cuttings would fall to the bottom of the hole and the air

flow through the top part of the hole.

n traditional raiseboring operations the direction of the hole can becontrolled up or down by adjusting the feed pressure. The hole direction hasto be monitored in order to make these corrections. n sideways direction,the pilot hole has a tendency to turn to the right due to the rotation.Especially a sudden increase of the rotation has a tendency to boost the rightturn.

Traditional pilot drilling of short holes 50 to 100 meters) usually results in1 to 2 accuracy. improved accuracy is required, it can be achieved usingthe steerable core drilling device.

The work begins with site preparation. The foundation has to be built so thatboth rigs, core drilling machine and raiseboring machine, can drill withsame ax1s

The drilling procedure begins with a 56-72 mm core drilled guide hole usinga VIC DRILL Head, that can be steered and a standard core drill. The smallcore guide hole can be drilled with high accuracy. Normally the deviation ofhorizontal holes is less than 0.5 even when the holes are longer than 300

meters.

When guide hole has been drilled through with core drilling, the core drill isreplaced with a raiseborer. The raiseborer drills a 0 229-327 mm pilot hole.The pilot bit is equipped with a guide bar which follows the small guidehole. t is recommended to have guide rods core drilling rods) in the wholelength of the hole. This prevents the guide hole from collapsing and guiderod failures can be detected right away potential deviation).

The learning curve is also one way to achieve accurate holes. t can be used

when the amountof

holes to be drilled is substantial. The first hole is drilledin a professional way recording all machine parameters included in Rhinomachines) and also recording all other events and changes during drilling.When in the same rock the next hole is drilled using exactly the sameprocedure; the hole will make exactly the same path or the hole can beturned to hit the target by compensating the deviation by adjusting machineparameter settings.


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33

Figure 5 8. Pilot bi t with the core hole guide bar

odification o equipment for boring deposition tunnels

Typically the horizontal adjustment is provided by placing the machine baseplate on a tilted concrete foundation and fine-tuning by the machineturn buckles.

Machines for the large diameter holes can be standard Rhino. All featuresrequired in horizontal boring are already included in the machine.

Smaller machines for boring deposition holes have some specialrequirements. The amount o holes is big enough to justify special designs.n addition requirements as to effective production will require machines to

be tailor-made. The boring takes place from a tunnel already made by

raiseboring. The special characteristics o this can be utilized whendesigning the boring station. It will also brings space limitations everything


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34

has to fit in and operate in the hole diameter. The benefits of the round,uniform shape can be used. Accurate and fast positioning of the machine canbe done by supporting the boring station to the round tunnel walls withhydraulic jacks. There is no need for using bolts to attachment the unit to therock. This will make production faster set up time is minimized) and also

save money when bolts and concrete are not reguired.

f the deposition holes are made to a vertical position from the tunnel, thenless modifications to the machine is required. All the equipment needed fordownwards blind boring should be built into one integrated machine. osolve the logistic problems, this machine should be self propelled and carryeverything onboard. Transportation of the muck by the vacuum processshould be a separate unit due to the large capacity requirement.

Space requirements of the raiseboring machine to bore deposition holesusing a standard unit are tunnel height min. 3.6 m and tunnel width min5.3 m. Special tailored machine for deposition hole boring would need atunnel diameter of 4.5 m or 4.5 m x 4.5 m tunnel height x width).

pecial considerations

Using raiseboring for excavating horizontal tunnels is an extension of thetraditional raiseboring practice, but a proven method which has been usedseveral times in many countries since 1973.

All necessary equipment for horizontal raiseboring are commerciallyavailable.

he success of the operation will mainly depend on aspects assistingraiseboring operation, i.e.

Direction control has to be tn accordance of the designrequirements of the deposit plant.

Mucking during boring has to be effective enough to allow the

raise boring machine to be used to its full capacity.


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35

6 PERFORMANCE PROGNOSIS

The performance estimates shown in Figures 6-1 and 6-2 and Tables 6-3 and6-4 are made using the present machine models Table 6-2) and Sandvikreamer heads and cutters as the base for the calculations Appendix 1). Themain rock types considered at the three investigation sites were QuartzDiorite Gneiss, Quartz Diorite, Granodiorite and Micagneiss. The propertiesof these are shown in Table 6-1.

Table 6-1. Properties of the main rock types at the three investigationsites.

Rock type

Quartz iorite Gneiss

Quartz iorite

Granodiorite

Micagneiss

CompressiveStrength

MP a)

244

92

105

125

Vickers RockHardness Information

VHNR) Accurancy

796 3 0

599 3 0

722 30

724 30

Table 6-2. Machine specifications.

Raise boring Machine Machine Drill Rod Reamer NumberMachine Thrust Torque diameter diameter of

tons) kNm) inches) m) Cut te rs

Rhino 2006D 640 450 2 7/8 4.44 24

Rhino 418 H 200 90 10 1.83 10


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36

10,01

hino 4 BH f

I I II I I Granodiorite

- :- -- Quartz Diorite y = 0.0003x 169- y = 0.0005x 1 61

/c:0

:;:;m- 1,0)c:Q)

1\

~ \f I

riTT 7I) 7 7a I/ _-

Q)

v I7

:::

Micagneiss Quartz Diorite Gneissy = 0.0001x 181 y = 6E-06x 2 .29

0 1 I10 100 1000

Force on Reamer (tonnes)

Figure 6-1. Performance estimate for boring deposition holes 0 1.68 m)

using Rhino 418 H raiseboring machine.

Table 6-3. Performance estimates for boring deposition holes0 1.68 m) using Rhino 418 H raiseboring machine.

Rock Penetration Cutter Cutter Rotation Thrust Torquetype Rate Life Load Speed utilized utilized

m/h) m) (tonnes) (RPM) ( /tonnes) ( /kNm)

Q G 0.63 738 15 .0 5 77/154 89/80Q 0.97 1469 11.0 5 571114 81173G 1.01 1443 12.0 5 621124 90/81MG 0.87 1243 12.0 5 62 I 84 I

QDG =Quartz Diorite Gneiss QD =Quartz DioriteG =Granodiorite MG =Micagneiss


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37

10 0J hino 2006 DC :

l IQuartz Diorite Quartz Diorite-c- -y = 9E-05x 1.64 Gneiss

y = 6E-07x 234\

c

0=

a sloo- 1 0lcCl

0..- Cl- sa:

\ I\. /---- Granodiorite ~ Jr-----

/ / . ...r-----y = 6E-05x 1.71 1 t Ir----- - ~ Ir---- II / ij

I / IMicagneiss

y = 2E-05x 184

0,1

10 100 1000

Force on Reamer tonnes)

Figure 6-2. Performance estimate for boring deposition tunnels 0 4 musing Rhino 2006D raiseboring machine.

Table 6-4. Performance estimates for boring deposition tunnels 0 4 m)using Rhino 2006D raiseboring machine.

Rock Penetration Cutter Cutter Rotation Thrust Torquetype Rate Life Load Speed utilized utilized

(m/h) m) (tonnes) (RPM) (%/tonnes) ( I kNm)

QDG 0.46 294 13.0 551

I 326 90 I 405QD 0.97 959 11.0 5 43 I 2 5 94 I 423G 0.88 672 11.0 5 43 I 275 90 I 405MG 0. 81 616 11.5 5 45 I 90 I

QDG =Quartz Diorite Gneiss QD = Quartz DioriteG = Granodiorite MG = Micagneiss


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38

SUMMARY AND CONCLUSIONS

Horizontal raiseboring has been used successfully from the early 1970 tomake relatively short (less than 500 meters) and reasonable sized(4.5 meters) holes in different type o rocks. Experience shows that themethod is applicable for KBS-3 type deposition tunnels and also for thesmaller diameter horizontal deposition holes in the MLH concept.

Some o the benefits o the method are:

- small disturbance to the surrounding rock- constant circular shape- low investment cost (compared to TBM s)- short set-up time (compared t TBM s)- good performance.

One o the main limitations o the method, which also reduces its flexibilitywhen compared to Drill and Blast is the need for access to both ends o thetunnel. Although the performance o the method was estimated, overall fieldperformance is very dependent on the efficiency o the removal system forcuttings, which could not be estimated reliably on the basis o the presentedcase studies.


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8 REFERENCES

Autio, J. 1992. e c h n i ~ a lfeasibility of horizontal disposal concepts for finaldisposal of TVO s spent fuel. TVO/Spent Fuel-Safety and Technology,work report 92-08. Teollisuuden Voima Oy (TVO), Helsinki, 50 p InFinnish).

Autio, J. Kirkkomaki, T. 1996. Boring of full scale deposition holesusing a novel dry blind boring method. Report POSIV A-96-07, Posiva Oy,Helsinki.

Autio, J., Saanio, T., Tolppanen, P., Raiko, H., Vieno, T. Salo, J-P.1996. Assessment of alternative disposal concepts. Report POSIV A-96-09,Posiva Oy, Helsinki.

Riekkola, R Salo, J.-P. 1996. Final repository for spent nuclear fuel.Technical research and development in the period 1993 - 1996. Work reportTEKA-96-09, Posiva Oy, Helsinki (In Finnish).

SKB 1992. Project on Alternative Systems Study (PASS) - Final report.Stockholm, Swedish Nuclear Fuel and Waste Management Co (SKB),Technical Report 93-04 (In Swedish).

Posiva 1996. Final disposal of spent nuclear fuel in the Finnish bedrock,

Technical research and development in the period1993

1996. ReportPOSIV A-96-14, Posiva Oy, Helsinki (In Finnish).

Reitar, R 1996. Micro Tunnels. MSc Thesis, University of Trondhein.168 p (In Norwegian)

TVO 1992a. Final disposal of spent nuclear fuel in the Finnish bedrock.Technical plans and safety assesment. Report YJT-92-31E. Nuclear WasteCommission of Finnish Power Companies, Helsinki. 136 p

TVO 1992b. Final disposal of spent nuclear fuel in the Finnish bedrock.Preliminary site investigations. Report YJT-92-32E. Nuclear WasteCommission of Finnish Power Companies, Helsinki. 322 p


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Appendix 1. 1 8

TAB-Raise Borers performance estimationfor: POSIV A y

Quotation RB 2 010/95

Rock Classification:Rock type:

Selected valuesCompressive Stregth UCS:Vickers Hardness

Rock Information Accuracy

Rock Mass Nature

Hole LengthHole agnle from horizontalHole diameter

Raise Boring MachineMachine ThrustMachine Torque

Drill RodsDrill Rod Thread Dl-22

Effecive dead weight

IntermediateQuartz Diorite Gneiss

244 MPa796 VHNR

is selected to vary 1

Massive

120 m0 degrees

4,44 m

Rhino 2006 DC640 tonnes450 kNm

12-7/810-1/2

Reamer Head 4,44 m with

0 tonnes

24 cutters5 RPM

Sandvik 1

Head Rotation Speed

CuttersCutter Load

PERFORMANCE ESTIMATION:

Penetration Rate

Cutter Wear Life

Muck Produced

13 tonnes

0,46 m/h

294 m

7 1 m3/h

Performance and needed power according to the cutter load

Cutter Thrust Torqueload utilized utilized 3 RPM[ton] [ ] o/o] [m/h]

11,0 43 o 76 o 0,1911,5 45 o 79 o 0 2112,0 47 o 83 0,2312,5 49 86 0,2513,0 51 o 9 0 0,2713,5 53 o 93 o 0,3014,0 55 o 97 o 0,3214,5 56 o 100 0,3515,0 58 o 104 0,38

15,5 60 o 107 o/o 0 4116,0 62 o/o 110o 0,44

date 17.3.1997

rei. 5361-TRBUsual Range for the Rock

Low 150 High 300 MPaLow 750 High 900 VHNR

Range of selected accuracyLow 171 High 317 MPaLow 557 High 1035 VHNR

30

= Horizontal

51 Utilized90 Utilized

inches88 Utilized

Possible diversity due tovariation in rock information

0,29 m/h to 0,74 m/h

139 meters to 492 meters

Penetration rate at5 RPM 7 RPM[m/h] [m/h]

0 31 0,440,35 0,490,38 0,530,42 0,590,46


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Appendix 1. 2 8

TAB-Raise Borers performance estimationfor: POS V A Oy




SiliceousGranodiorite

105 MPa722 VHNR


Rock Mass Nature






Reamer Head 4,44 m withHead Rotation Speed

CuttersCutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

Massive

120 m0 degrees

4,44 m


12-7/810-1/2 11

0 tonnes

24 cutters5 RPM

Sandvik 111

11 tonnes

0,88 m/h

672 m

13,6 m3/h


Cutter Thrust Torqueload utilized utilized 3 RPM[ton] [ ] [ ] [m/h)

9,0 3 6 73 0,389,5 38 o 77 o 0 41

10,0 40 o 81 0,4510,5 4 1 85 0,49

>>>> 11,0 4 3 90 o 0,5311,5 45 9 4 0,5712,0 47 o 98 o 0 6112,5 49 o 102 0,6513,0 51 106 0,69

13,5 5 3 110 0,7414,0 5 5 114 0,78

date 17.3.1997




30

= Horizontal


inches87 Utilized


0,69 m/h to 1,13 m/h


Penetration rate at5 RPM 7 RPM[m/h) [m/h)

0,63 0,880,69 0,960,75 1,050 81 1 14

>> 0,88 1,230,94 1,321 01 1,421,08 1,521 15 1,62

1,23 1,721,30 1,83


49/54

Appendix 1. 3 8

TRB-Raise Borers performance estimationfor: POS V A Oy




Micagneiss

125 MPa724 VHNR


Rock Mass Nature






Reamer Head 4,44 m withHead Rotation Speed

CuttersCutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

Massive

120 m0 degrees

4,44 m


12-7/810-1/2 11

0 tonnes

24 cutters5 RPM

Sandvik 111,5 tonnes

0,81 m/h

616 m

12,5 m3/h


Cutter Thrust Torqueload utilized utilized 3 RPM[ton] [ ] [ ] [m/h]

9,5 38 74 0,3510,0 40 78 0,3810,5 41 8 2 0,41

>>>> 11,0 43 8 6 0,4511,5 45 9 0 0,4912,0 47 o o 9 4 0,5212,5 49 o 9 8 0,5613,0 51 o 102 0,6013,5 53 o 106 0,64

14,0 55 o 110

0,6914,5 56 o 113 0,73

date 19.09.1997




3 0

= Horizontal


inches88 o Utilized


0,61 m/h to 1,08 m/h


Penetration rate at5 RPM 7RPM[m/h] [m/h]

0,58 0,810,63 0,890,69 0,970,75 1,05

>> 0,81


50/54

Appendix 1. 4 8






Rock Mass Nature

Hole Length

Hole agnle from horizontalHole diameter




IntermediateQuartz Diorite

92 MPa599 VHNR


Massive

120 m

0 degrees4,44 m


12-7/810-1/2

0 tonnes

Reamer Head 4,44 m with 24 cutters5 RPM

Sandvik 1

Head Rotation Speed

CuttersCutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

11 tonnes

0,97 m/h

959 m

15 m3/h


Cutter Thrust Torque

load utilized utilized 3 RPM[ton] [ ] [o o] [m/h]

9,0 36 o 77 o o 0,439,5 3 8 81 0,46

10,0 4 0 86 o 0,5010,5 41 o 9 0 0,54

> > > > 11,0 43 o 9 4 0,5811,5 4 5 9 9 0,6312,0 47 103 0,6712,5 4 9 107 0,7113,0 51 o 111 0,7613,5 53 o 116 0,8014,0 55 120 0,85

date 17.3.1997




3 0

= Horizontal

43 Utilized94 o Utilized

inches91 Utilized


0,78 m/h to 1,21 m/h


Penetration rate at

5 RPM 7 RPM[m/h] [m/h]

0,71 0,990,77 1,080,84 1 170,90 1,27

>> 0,97 1,361,04 1,461 11 1,561 19 1,661,26 1,771,34 1,881,42 1,99


51/54

Appendix 1. 5 8



date 17.3.1997

rei. 5361-TRBRock Classification: Intermediate Usual Range for the Rock

Rock type: Quartz Diorite Gneiss Low 150 High 300 MPa


244 MPa796 VHNR

Low 750 High 900 VHNR



Rock Mass Nature

is selected to vary 1 30





Reamer Head 1 83 m withHead Rotation Speed

CuttersCutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120 m0 degrees =Horizontal

1,83 m

Rhino 418 H200 tonnes 77 % Utilized

90 kNm 9 8 Utilized

10 inches8-1/4 41 o Utilized

0 tonnes

10 cutters5 RPM

Sandvik 115 tonnes


0,63 m/h

738 m

1,7 m3/h

0,42 m/h to 0,98 m/h



Cutter Thrust Torque Penetration rate atload utilized utilized 3 RPM 5 RPM 7 RPM[ton] [%] [%] [m/h] [m/h] [m/h]

13,0 6 7 77 0,27 0,46 0,6413,5 69 o 80 0,30 0,50 0,7014,0 7 2 83 0,32 0,54 0,7614,5 74 o 86 0,35 0,58 0,8215,0 77 o o 89 0,38 0,63


52/54

Appendix 1. 6 8





SiliceousGranodiorite

105 MPa722 VHNR


Rock Mass Nature


Hole Length






CuttersCutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120 m

0 degrees1,83 m

Rhino 418 H200 tonnes

90 kNm

108-1/4

0 tonnes

10 cutters5 RPM

Sandvik 1

12 tonnes

1 01 m/h

1443 m

2,7 m3/h



load utilized utilized 3 RPM[ton] [ ] [o o] [m/h]

10,0 52 o 75 0,4510,5 5 4 79 0,4911,0 5 7 83 0,5311,5 59 o 8 6 0,57

> > > > 12,0 6 2 9 0 0 6112,5 6 4 9 4 0,6513,0 6 7 9 8 0,6913,5 69 o 101 0,7414,0 72 o 105 o o 0,7814,5 74 o 109 0,8315,0 77 o 113o 0,88

date 17.3.1997


Low 100 High 250 MP aLow 775 High 925 VHNR


30

Horizontal

62 Utilized9 9 Utilized

inches41 o Utilized


0,8 m/h to 1 28 m/h


Penetration rate at

5 RPM 7 RPM[m/h] [m/h]

0,75 1,050 81 1,140,88 1,230,94 1,32

>> 1 01 1,421,08 1,521 15 1,621,23 1,721,30 1,831,38 1,931,46 2,05


53/54

Appendix 1. 7 8


Quotation RB 2 010/95Rock Classification:

Rock type:


Micagneiss

125 MPa724 VHNR


Rock Mass Nature


Hole Length






CuttersCutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120 m

0 degrees1,83 m


90 kNm

108-1/4 11

0 tonnes

10 cutters5 RPM

Sandvik 112 tonnes

0,87 m/h

1243 m

2,3 m3/h



load utilized utilized 3 RPM[ton] [ ] [ ] [m/h)

10,0 5 2 70 0,3810,5 5 4 73 0,4111,0 5 7 77 0,4511,5 5 9 8 0 0,49

>>>> 12,0 62 84 0,5212,5 6 4 87 0,5613,0 6 7 91 o 0,6013,5 6 9 94 o 0,6414,0 72 9 8 0,6914,5 74 101 0,7315,0 77 105 0,78

date 19.9.1997




30

=Horizontal

62 o Utilized92 Utilized

inches38 Utilized


0,67 m/h to 1,15 m/h


Penetration rate at

5 RPM 7 RPM[m/h) [m/h)

0,63 0,890,69 0,980,75 1,050,81 1 13

>> 0,87


54/54

Appendix 1. 8 8


Quotation RB 2,010/95




Rock Mass Nature





IntermediateQuartz Diorite

92 MPa599 VHNR


Massive

120 m0 degrees

1,83 m


90 kNm

108-1/4 11

Reamer Head 1 83 m with

0 tonnes

10 cutters5 RPM

Sandvik 1Head Rotation SpeedCuttersCutter Load


Penetration Rate

Cutter Service Life

Muck Produced

11 tonnes

0,97 m/h

1469 m

2,6 m3/h


Cutter Thrust Torqueload utilized utilized 3 RPM[ton] [ ] [ ] [m/h]

9,0 47 o 66 o 0,439,5 4 9 70 0,46

10,0 52 74 0,5010,5 54 77 0,5411,0 57 81 0,5811,5 59 85 0,6312,0 62 88 o 0,67

date 17.3.1997




30

= Horizontal


inches36 o Utilized


0,78 m/h to 1,21 m/h


Penetration rate at5 RPM ?RPM[m/h] [m/h]

0,71 0,990,77 1,080,84 1 170,90 1,270,97

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