Raise Boring Horizontal

7/26/2019 Raise Boring Horizontal

1/54

POSI VA OY

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

pplication

of raiseboring

for

excavating

horizontal

tunnels

with

hino

machines

A r n e

L i s l e r u d

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

P au l i

V a i n i o n p a a

T A B - R a i se

B o r e r s

L td

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

M i k o n k a t u 15

A,

F IN-00100

HELSINKI

F I N LA N D

Te l. 3 5 8 - 9 - 2 2 8 0 30

Fa x

358 -9

-

2 2 8 0 3 7 1 9


2/54

W o r k i n g

r e p o r t 9 7 5 6 e

pplication of raiseboring

for

excavating horizontal tunnels

with

Rhino

machines

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

Pau l i V a i n i o n p a a

T R B R a i se

B o r e r s

L td

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


3/54

~ ~ ~

~

December 9, 997

R ISE

BORERS

Client:

Contact persons:

Authors:

Posiva

Oy

Mikonkatu 15 A

00100 HELSINKI

Jukka-Pekka Salo Posiva Oy \ )

Jorma Autio Saanio Riekkola Oy

Arne Lislerud Tamrock Corp.

Pauli Vainionpaa TRB-Raise Borers Oy

APPLICATION OF RAISEBORING FOR

EXCAVATING HORIZONTAL TUNNELS

WITH RHINO MACHINES

/./s/.7},

Arne Lislerud

9 ~

auli Vainonpaa


4/54

Working reports

contain

informat ion on

work in

progress

or pending complet ion

The conclus ions and viewpoints presented

in

the report

are

those o author s} and do

not

necessari ly coincide

wi th

those

o

Posiva.


5/54

PPLIC TION OF R ISEBORING FOR EXC V TING HORIZONT L

TUNNELS WITH RHINO M CHINES

BSTR CT

One part of the development of the basic KBS-3 concept and other alternative disposal

concepts for spent nuclear fuel has been the development; evaluation of the suitability

of

different excavation techniques such as raiseboring. Raiseboring has been used to

excavate shafts since the 1970 s and has proved to e an effective mechanical

excavation method to excavate holes with circular shape in hard rock with little

excavation disturbance to the surrounding rock. Raiseboring has also been used to

excavate horizontal tunnels in hard rock. Similar tunnels but of different size and

different underground environment have been proposed for use in the KBS-3 concept

instead

of

the Drill and Blast or the tunnel boring (TBM) to excavate the deposition

tunnels and in the MLH concept to excavate the long horizontal deposition holes.

This report presents the principles of horizontal raiseboring, case studies, a proposed

method for boring horizontal deposition tunnels in KBS-3 concept and deposition holes

in MLH concepts. The equipment is designed by TRB - Raise Borers Ltd. Finally

performance prognosis for the proposed method based on the described equipment is

given for the different main rock types at the three different candidate sites selected for

more detailed site investigations in 1992.

Keywords: raiseboring, horizontal raiseboring, mechanical excavation


6/54

V K TUNNELEIDEN LOUHINT RHINO NOUSUPOR USKONEILL

TIIVISTELM

KBS-3 tyyppisen loppusijoitusratkaisun j vaihtoehtoisten ratkaisujen kehittfunisen

ohessa on arvioitu

j

kehitetty yksitHiisten tekniikoiden kuten esimerkiksi nousu

porauksen soveltuvuutta loppusijoitustilojen louhintaan. Nousuporausta on kaytetty

menestyksekkaasti 70-luvun alusta lahtien kuilujen louhintaan

j

se on osoittautunut

tehokkaaksi menetelmaksi tehda pyorea kuilu kovaan kallioon siten etta louhinnan

aiheuttama hairio kiveen on vahainen. Nousuporaustekniikkaa on kaytetty myos vaaka

tunnelien tekoon kovaan kiveen. Loppusijoitustekniikan kehittamisen yhteydessa on esi

tetty KBS-3 tyyppisten loppusijoitustunnelien louhimista nousuporaustekniikkaa

kayttaen perinteisen poraamalla j rajayttamalla tapahtuvan louhinnan tai tunneli

porauksen sijasta. Nousuporaustekniikkaa on esitetty myos kaytettavaksi MLH loppu

sijoitusratkaisun pitkien vaakatasossa olevien loppusijoitusreikien louhintatekniikaksi.

Tassa raportissa kuvataan vaakasuuntaan tapahtuvan nousuporauksen periaate case

tutkielmia ehdotus porausmenetelmaksi KBS-3 tyyppisten loppusijoitustunnelien

j

MLH tyyppisten sijoitusreikien poraamiseksi seka kuvataan suunnitelma edella mainit

tuihin sopivasta laitteistosta joka perustuu TRB - Raise Borers Ltd:n laitteistoihin.

Lisaksi esitetaan arviot edella mainittujen laitteiden tehokkuudesta kolmen 1992 jatko

tutkimuksiin valitun sijoitusaluevaihtoehtoalueen paaki vilajeissa.

A vainsanat nousuporaus vaakaporaus mekaaninen louhinta


7/54

T BLE

O

CONTENTS

ABSTRACT

TIIVISTELMA

TABLE OF CONTENTS

1 INTRODUCTION

1

2

INTRODUCTION TO RAISEBORING

4

2 1

THE MAIN STEPS

IN

RAISEBORING OPERATION

4

3

CASE STUDIES OF HORIZONTAL RAISEBORING

7

3 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 HOLES

0 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


8/54

INTRODUCTION

Plans for the final disposal of spent nuclear fuel in Finnish crystalline

bedrock were comprehensively reported in 1992. The technical plans are

presented in report YJT -92-31E (TVO 1992a); the results of preliminary

investigations at five candidate sites are contained in report YJT -92-32E

(TVO 1992b). n parallel with the development and assessment

of

the basic

concept, the suitability

of

alternative concepts for the disposal of spent fuel

in the Finnish bedrock were studied in 1989 - 1991. A more comprehensive

evaluation of alternative canister and repository designs was carried out in

SKB s

PASS project between 1991 and 1992 (SKB 1992). Since 1993, the

focus of research and development on encapsulation and disposal

technologies has been on further development of the KBS-3 repository

designs, see Figure 1-1. The interim reports on encapsulation, disposal

technologies 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 l

TVO 1992a).


9/54

2

entonite

Canister

Figure 1 2.

Cross section o a KBS 3 type deposition tunnel. Canisters are

emplaced in holes excavated

n

the tunnel floor and surrounded by bentonite

clay.

n parallel with the development work on the KBS-3 basic concept,

development and assessment

of

alternative disposal concepts and specific

techniques has continued. Three alternatives to the basic KBS-3 design were

assessed (Autio

et

al. 1996): KBS-3-2C with two canisters in a deposition

hole, Short Horizontal Holes (SHH) in the side walls

of

the tunnels,

and

the

Medium Long Holes (MLH) concept, in which some 25 canisters are

emplaced in a single, horizontal, approximately 2 metres long deposition

hole

bored

between the central and side tunnels.

One

part of the development of the basic KBS-3 concept and other

alternative disposal concepts has been the development and evaluation

of

the suitability

of

different excavation techniques such as raiseboring for the

excavation of the repository. Raiseboring has been used since the 1970 s to

excavate

shafts

and

has

proved

to be

an

effective

mechanical excavation

method

to excavate holes with circular shape in hard rock with little

excavation disturbance to the surrounding rock. A new technique

based

on

raiseboring type rotary crushing and removal of cuttings

by

vacuum flushing

was developed and demonstrated (Autio Kirkkomaki 1996) for the boring

of

deposition holes. Raiseboring is also a potential technique for the

excavation

of

shafts other than the investigation shaft down to the

repository. Raiseboring has also been used to excavate horizontal tunnels

in

hard rock. Similar tunnels but of different size and different underground

environment have been proposed for use in the KBS-3 concept instead

of

Drill 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 VLH

concept

(Autio 1992) was also based

on

the use raiseboring.


10/54

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 cutterhead

diameter limitations with respect to efficiency straightness and case of

cuttings removal in horizontal boring. This report represents the principles

of

raiseboring in Chapter 2 and case studies

of

horizontal raiseboring in Chapter

3 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. The

equipment design by TRB Raise Borers Ltd is given in Chapter

5

Finally

the performance prognosis for the proposed method based on the described

equipment in Chapter 5 is given in Chapter 6 for the different main rock types

at the three different candidate sites selected for more detailed site

investigations in 1992.


11/54

4

2 INTRODUCTION TO RAISEBORING

Raiseboring is a well established full face excavating method.

n

full face

methods the whole cross section

of

the hole is bored to the final diameter

with no use of explosives.

The Raiseboring Method consists of drilling a pilot hole first, followed by

reaming of the pilot hole to the final diameter. The pilot hole diameter is

somewhat larger than the drill rods; and the direction

of

drilling is generally

vertically down or inclined. The reaming to final diameter is generally made

in 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 drilling

accessories transported to the drilling site.

Figure 2 1. Typical arrangement or pilot drilling


12/54

5

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 from

the hole. The alternatives for flushing are the use

o

compressed air, water, a

mixture o air and water, or mud.

n normal conditions, water flushing gives the best boring efficiency. n

addition, no air borne dust is produced when water flushing is used. The

simplest way to organize water flushing is to have a closed circuit from a

dam built close to the machine. Water is pumped from the dam, through the

machine and the drill rods to the pilot bit, and the outgoing water and the

cuttings are lead pumped) back to the the dam; where the debris can settle

and the clean water is reused.

Pilot Hole Break-Through - Reaming Preparation:

- When the pilot bit breaks through, the pilot bit and some stabilizers from

the drill string are removed.

- The rock face at the break-through point should be as close to 90 degrees

as possible. n most cases the rock face has to be trimmed straight and

made 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 the

collaring is completed. When the machine is rotating the cutterhead and

pulling it against the face; the rock is broken by tungsten carbide inserts on

freely rotating cutters mounted on the reamer head. Most o the premature

cutter and stem failures are caused by poor collaring, i.e. too high feed force

and rotation speed have been utilized in this stage.

When the reamer head is boring with the whole diameter, net advance rates

can be brought to normal levels, i.e. 0.5 to 2.0 meters per hour depending on

diameter and rock mass conditions.


13/54

igure 2 2. Typical arrangement or reaming.

Finishing the Hole:

- With modern machines, the reaming is carried out all the way to the

machine.

f

the head has to be lowered, it may mean an additional week s

work.

- The reamer head is fastened with a chain t a beam placed above the raise

and 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.


14/54

7

3 CASE STUDIES OF HORIZONTAL

RAISEBORING

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

plane. For standard raiseboring the pilot hole is flushed with water to bring

the cuttings out and during reaming gravity takes care of the cuttings.

n

horizontal 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 must

be cleaned the cuttings brought to the other side of

the reamer head and

finally remove the cuttings from the tunnel. The details

of

these

arrangements and other specialties connected to horizontal raiseboringwill

be 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 plant

and fresh water supply for local fish farmers at Vinje0ra were raisebored by

Astrup H0yer A/S from October 1986 to May 1987.

Location

Client

Contractor

Generator

Annual Production

Haukvika Vinje0ra S0r Tr0ndelag

Haukvik Kraft A/S

Astrup H0yer A/S

2 3MW

10GWh

1:2

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


15/54

8

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

Tunnel Data

Length

Diameter

Inclination

Construction Time

Operational Data

Machine

Rods

Pilot Bits

Reamer

for

Tunnel I

Cutter Dressing for Tunnel I

Reamer for Tunnel II

Cutter Dressing for Tunnel II

Tunnel

685m

1.06m

6

4 months

Rhino 1000E

5'1 10

Reed 11

Tunnel

550m

1.35 m

10.5

3.5 months

Sandvik CRH3, (01.06 m

Sandvik

@

CMR41 and

2

@ CMR51 cutters

Sandvik CRH4, 01.35 m

Sandvik 3 @ CMR41 and

3 @ CMR51 cutters

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

Rock Type

Brittleness Value, S2n

Density

Sievers 1-Value

Abrasion Value Carbide, A V

Abrassion Value Steel, A VS

Cutter Life Index, CL

Drilling Rate Index,

DRI

Vickers Hardness Rock, VHNR

Mineral Content Percentage XRD):

Quartz

Plagioclase

Orthoclase

Amphibole

Calcite

Mica

Chlorite

46

2.62

glcm

3

4.1

20 mg/5min

14 mglmin

8.6

42

821

28%

31%

37%

0.5%

1.0%

1.5%

1.0%


16/54

9

The pilot hole for the first tunnel was drilled from mid October till the

beginning

o

December. The pilot hole drilling was delayed due to two

wrecked pilot bits and remaining metal fragments from the bits on the hole

bottom. The last wreckage occurred only 15 m from break-through. During

the 7 remaining work days before the Christmas Holidays, 145 meters o

tunnel were reamed. The next tunnel section

o

315 m was reamed in 10

days after which the cutters were changed from within the tunnel. The

remaining 225 m were reamed in 5 days.

The contractors experience

o

reaming these two near-horizontal tunnels

was that the wear and tear

o

the drilling equipment was higher than for

traditional raise boring. Wear on peripheral cutters was about twice the

normal rate. Stabilizer wear was also higher than usual. The removal

o

cuttings was done by water flushing. Desired flush flow rates for this kind

o

work is approx. 1000 - 1500

1/min

Pilot hole deviation

was monitored in stages using a gyro for the first 200

m

After this, a compressed air system was used for measuring bit altitude. Bit

feed force and rotary speed settings for the following pilot hole section were

determined by the bit altitude deviation. The vertical deviation o the pilot

hole was crucial (water levels), and on break-through totaled 0.60 m for

Tunnel

I

The horizontal deviation was pronounced; but

o

no significance

to the power plant design. t totaled 25

m

igure

3 2.

Haukvika

jo

site overwiev


17/54

10

Pilot Hole Drilling - Tunnel

4.5

4.0

.c

3.5

E

-

.

3.0

a:

s:::::

2.5

; ;

cu

loo.

2.0

l,

s:::::

Cl,

a.

1.5

0

Cl,

1.0

u

a:

0.5

0.0

0

(X)

I --

lO

C\1

0

(X)

I --


18/54

Table 3-3. Net

penetration

rates

for

the reaming

of Tunnel

I

and at Rod

310.

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

0.0493

515.0

23.24 1.52 2.54

10.0 6.25 0.0446

660.0 31.30 0.91 4.11 3.7

10.0

0.0530

480.0 21.30

2.22

2.06 18.0

7.0 0.0545

3.2 MYLLYPURO TEST MINE

After manufacturing the first Rhino 1000 E; this machine was tested by

making a 62 meter long horizontal tunnel

of

diameter 2134 mm. The tunnel

was bored in Tamrock Test Mine in 1973. For this prototype machine

Tamrock also manufactured the first Tamrock 10 drill string. The reamer

head was manufactured by Tamrock for Smith cutters. The head was

specially designed for horizontal boring. There were special wings welded on

the reamer to lead the cuttings behind the head. Four cutters were placed

as

rollers supporting the head against the tunnel wall. A special block was

attached behind the reamer for the scraper system used to bring the cuttings

out of the tunnel. The machine with the original drill string is still in

operation.

Table 3-4. Test results.

Machine: Rhino 1000 E

Reamer:

Modified Tamrock/Smith 7ft, 16

4 (stab) cutters,

7

button

rows/cutter

Reaming 16

RPM

Force on

Force on Reamer Cutter

Cutter

ROP

Specific

Reamer Row Torque Coeff. Constant Energy

kN) kN/row) kNm)

k m/h)

kWh/m

3

)

785 7.01

41.20

0.087 0.28

69

981 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

36

1570 4 .02 76.52

0.081 0.0787 1.02

35

1668

14.89

78.48 0.078 0.0718

1.13

32


19/54

2

Table 3 5. Drilling data from the horizontal hole in the Tamrock Test

Mine. (Pilot drilling)

1

Geology -

Formation

Unconfined Compressive Strength

Relation ofBedding Dip

Granodiorite

150 MPa

no bedding, some

near vertical joints

o Pilot Hole

2. Pilot Hole - Inclination from Horizontal

Diameter

Length

3. Drill Make and Model

verage Thrust Used

verage Torque Used

verage

RP

Circulating medium - air

4. In Hole Tools

Bit-

water

other

Make and Type

Diameter

Bit ~ f e

0.4 downwards

12-

1

4

62m

Rhino 1000 E

25-

30 tons

40RPM

120 - 250 1/min

Dresser

12-

1

4

Stabilizers -

Make and Type Tamrock, integr. six-rib

Diameter 12-

Number and Location four, 32 m, 5 m, 61-62 m

Drill

Rods-

Make and Type

Diameter

Wall Thickness

5. Rate

of

Penetration Avg)

6. Hole Survey -

Type

Frequency

of

Survey

7. Techniques Used to Control Deviation

8. Hole Deviation

Tamrock

6ft

10

1 1;4

2.23 mJh

manual observation and

with teodolite

Stabilizers and thrust

% up and right


20/54

3

Figure 3 4.

Principle

of

reaming and the cutterhead used at Tamrock test

mine

3.3 PERSEVERANCE MINE, LEINSTER, AUSTRALIA

n

1991 - 1992 three horizontal holes were bored at Perseverance Mine

Leinster Australia. The diameter

o

the holes were about 4 meters and the

length

o

each was about 80 meters. The rock types at Perseverance Mine are

minely schists.

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

Graphite

Chlorite

Serpentine

37

34

29


21/54

Figure 3 5. Horizontal b

nng.

r K./0

4 5M

14

p

lgure 3 6.

Reamer head

arrangement.

0 4 0M


22/54

5

Table

3-7.

Horizontal boring

Case

Location:

Contractor :

Tunnel Dia

Tunnel

Length

Pilot Hole Dia :

Drill Rod Dia :

Rock Compr Strength:

Reamer Type :

Machine Type :

UG-DRIVES FOR LONGHOLE DRILLING

LEINSTER NICKEL MINE,

WESTERN AUSTRALIA

AUSTRALIAN RAISE DRILLING

4 4.5 m

35

100 m

3 3/4

12 7/8

50 150 MPa

SANDVIK CRH13

SP

ROBBINS 85R

3 4 DIRECTIONAL DRILLING AND RAISEBORING THE

BlERUM TUNNEL

Directional drilling was applied in 1991 at Brerum near Oslo in completing a

1.8 m diameter and 295 m long raise that was bored through hard rock in

Norway.

Directional diamond drilling

Directional drilling in aluvium and softer sedimentary rocks is a widely

established 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 of

river courses in roadworks and hydro schemes.

Directional diamond drilling along a proposed line can be carried out using a

steerable corebarrel, the Vie Drill Head from Devico A/S, Norway. For the

critical positional surveying during this phase, a Maxibor in-hole surveying

device from Reflex Instrument

AB

is used. This non-magnetic device

measures the small changes in direction over each 3 m length of hole. Once

completed, the directional pilot holes are then reamed up in two or three

phases to the final diameter using a horizontal raiseboring system.

This technique was used in the completion

of

a 1.8 m diameter tunnel

beneath Brerum, a residental area near Oslo, Norway. The work was carried

out by Drill con AB. The tunnel was designed to carry sewerage, storm water

and fresh water in three separate pipelines. The directional pilot hole was

drilled using an Onram 1000 core drill, manufactured by Hagby Bruk AB.

Cores from the 56

mm

guide pilot hole revealed several clay-filled fracture

zones in the otherwise hard granite. These varied from 0.5 m to 2.5 m in


23/54

16

width and could be grouted as they were encountered; assisting both further

drilling and the final stability

of

the tunnel.

The accuracy achieved in diamond drilling was half of the specified

tolerance of 0.3 %vertically, 0.5 %horizontally.

aise boring

Once the pilot bit had broken through, a Tamrock Rhino 600 raiseboring rig

was set up to ream the hole in two passes. The first pass used a

12 1;4

raisebore pilot roller bit with a unique guidance section that followed the

0 56 mm directionally controlled core hole. t was run on standard 10 raise

bore rods which were also used for the final back-reaming. For back

reaming, a specially assembled cutterhead by Drill con was fitted to the 10

rods 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 hole

and removing the cuttings on the back ream.

An MSc thesis (Reitar 1992) at the University of Trondheim was made in

1992 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 itself

carries storm water.

Total costs for the unlined

Brerum tunnel were well

under

1000/m. One

advantage identified, was the ability to have continuous cores taken

throughout the directionally controlled core-pilothole drilling.


24/54

7

3.5 STATISTICS FROM

THE

HORIZONTAL SHAFT AT

0

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, Norway

Date

Location

Contractor

Rock Type

Machine

Torque

Rods

Pilot Bit

Reamer

Cutters

Inclination

Relative

Rod

#

Hole

Length

m)

I

2

3

4

5

6

7

8

9

lO

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

29 .0

30.5

32.0

33.6

35 .1

36.6

38 1

39

.7

41.2

42 .7

44.2

45.8

47.3

48.8

50.3

51.9

53.4

54 .9

56.4

58 .0

59.5

61.0

62.5

64 1

65

.6

67 1

68 .6

28 70 .2

29

30

31

32

33

34

35

36

37

38

39

40

41

71.7

73.2

74.7

76.3

77 .8

79.3

80.8

82.4

83 .9

85.4

86 .9

88

.5

90 .0

AugusUSeptember 1991

Romsas, Oslo, Norway

Boliden Mineco

Syenite (Nordmarkitt)

Rhino 600Hx

100% =26kNm

5' /10

11

0.66m

2@

Sandvik

-2.5

RPM ROP Torque Force

Percentage on Bit

Bit

Torque

(kNm)

40

46

46

45

(m/h)

2.20

1 25

1 85

1.80

45 1 95

46 2.90

45 1.50

46 1.60

50 1.95

45 1.95

45

1.70

45

1.40

51 2.05

50 2.48

50 2.80

50 2.10

49 2.85

49 2.70

49 2.10

49 2.23

50 2.50

48 2.50

44 2.25

34 2.35

34 2.50

33 1 87

36 0.90

37

37

33

34

36

29

34

30

20

34

9

9

1 25

1.52

1 45

2.00

1.44

1.80

1 35

1.26

1.12

1 20

0.80

(%) (kN)

62 183 .9

16

.1

16 1

18 .2

17 7

62 145.4

70 222.5

68

222.5

70

70

72

70

72

72

75

76

48

50

50

50

50

52

52

52

52

52

53

60

62

64

60

62

62

62

64

62

65

62

64

75

68

53

222.5 18 .2

214.8

18 .2

145.4 18 .7

161.0 18 .2

145.4 18 .7

145.4 18 .7

145.4 19.5

137 .7

19

.8

183 .9 12.5

175.8 13.0

175 8 13.0

175.8 13.0

136.8 13.0

175 .8 13 5

156 5 13 .5

156.5 13 5

152.7

13

.5

183 .9 13 .5

183 .9 13 .8

214.8 15.6

191.4

16 1

164.2 16.6

138

.0

15

.6

145.4 16 .1

176

.2 16 1

153 1

16 1

176

.2 16 6

214.8 16 .1

175.9

16

.9

16 .1

145.4 16 .6

161.0 19.5

130.2 17 .7

13 .8

Net

Penetration

mm/rev)

0.92

0.45

0.67

0.

67

0.72

1 05

0.56

0.58

0.65

0.72

0.

63

0.52

0.67

0.83

0.93

0.70

0.

97

0.92

0.

71

0.76

0.83

0.

87

0.85

1.15

1 23

0.94

0.42

0.

56

0.68

0.

73

0.

98

0.67

1 03

0.75

1.05

0.

55

2.22

1.48

Force

T1

(kN/bit)

194 .9

246.6

290.5

291.6

276.4

207.8

215.2

231.6

193

.8

180.6

198 .0

213.4

240.2

199 .6

184

.1

223.0

139 .7

186

.1

195.9

188 2

172.4

202.1

204.6

195.5

167 1

170 .6

247.4

213.3

226.8

188

.5

178

.5

281.5

172 .0

176

.2

155

.8

194.2

Cutter

Coeff.

k

0.9960

1.2597

0.9294

0.9028

Cutter

Constant

c

1.0402

1.8718

1.1352

1.1057

0.9294 1.0936

0.9627 0.9392

1.4628 1.9626

1.2844 1.6869

1.4628 1.8144

1.4628 1.7213

1.5238 1.9204

1.6305 2.2643

0.7711 0.9420

0.8402 0.9241

0.8402 0.8697

0.8402 1.0042

1.0797 1.0966

0.8738 0.9118

0.9816 1.1614

0.9816 1.1270

1.0060 1.1020

0.8353 0.8966

0.8514 0.9222

0.8252 0.7688

0.9569 0.8644

1.1514 1.1848

1.2844 1.9898

1.2597

1.0395

1.1963

1.0730

0.8527

1.0916

1.3003

1.3761

1.5429

1.6787

1.2562

1.3980

1.0837

1.0443

1.0733

1.5015

1.3430

2.0822


25/54

-

c

-

-

0

n::

s:::::

0

ns

Cl

s:::::

Cl

c

0

Cl

ns

n::

-

c

-

0

n::

s:::::

0

ns

Cl

s:::::

Cl

c

0

Cl

ns

a

18

Piloting Romsas Horizontal Shaft

3,00

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 Shaft

4,5

4,0

3,5

3,0

2,5

2,0

1,5

-

1,0

0,5

-

-

0,0 I T

-

-

-

-

0

m

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


26/54

19

Table 3-9. Reaming statistics.

Reaming

l lm

Horizontal Shaft at Romsas Norway

Date

August/September 1991

Location

Romsas Oslo, Norway

Contractor Boliden Mineco

Rock Type

Syenite (Nordmarkitt)

Machine

Rhino 600Hx

Torque

100% = 87kNm

Rods

5'1 10

Pilot Bit

11

Reamer

0.66m

Cutters

@

Sandvik

Inclination 2 5

Relative Hole RPM ROP Force Reamer Net

Force

Force Force

Cutter Cutter

Rod

Depth on Torque Penetr. on on

Tl

Coeff. Const.

Reamer Cutter

Row

m)

(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 0.1736

2 97.6 18.0 1 7 393.6 36.0 1.57

196.8 43.7

32.3

0.4399

0.3507

3

96.1 18.0 1.8

354.2

31.5 1.67

177.1

39.4

28.0

0.4278 0.3313

4 94.6 17.5

2.0 392.7 29.3 1.90 196.4 43.6 28.4

0.3589 0.2600

5

93.0 18.0

2.2 302.9 31.5 2.04 151.5 33.7 20.9

0.5002 0.3505

6

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 0.2511

8

88.5 18.0

2.8 470.7 31.5 2.59 235.4 52.3

27.7 0.3219 0.1999

9

86.9

18 .0 3.5

470.7 31.5 3.24 235.4 52.3 23.9

0.3219 0.1788

10 85.4

18.0 4.2

432.2

31.5

3.89 216.1 48.0

19.4

0.3506

0.1778

11 83.9 18.0

2.2 392.7 27.0 2.04 196.4 43.6

27.1 0.3307 0.2317

12

82.4 18.0

2.2 392.7 27.0 2.04 196.4 43.6 27.1

0.3307 0.2317

13

80.8 18.0 2.4 392.7 27.0 2.22 196.4 43.6 25.6 0.3307 0.2218

14 79.3

18.0 3.4

470.7 27.0 3.15 235.4

52.3 24.3 0.2759 0.1555

15 77.8

18.0 2.2

451.4 27.0 2.04 225.7 50.2

31.2 0.2877 0.2016

16

76.3 18.0 3.4

470.7 27.0 3.15 235.4 52.3 24.3

0.2759 0.1555

17

74.7 18.0 2.7 392.7

22.5 2.50 196.4 43.6 23.7

0.2756 0.1743

18

73.2 21.0 3.3

431.7

36.0

2.62

215.9

48.0

25.2

0.4011

0.2479

19 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 0.1582

21

68

.6

40.0

4.5

392.7 40.5

1.88

196.4 43.6

28.7 0.4961 0.3623

22

67.1 18.0 2.4 494.0 22.5 2.22 247.0 54.9 32.2

0.2191

0.1470

23

65.6

24.0 3.0 494.0 31.5 2.08 247.0 54.9 33.6

0.3067 0.2125

24

64.1 30.0 4.2 494.0 18.0 2.33 247.0 54.9 31.2

0.1753 0.1147


27/54

20

4 DESCRIPTION OF THE METHOD AND

TRB EQUIPMENT FOR BORING

HORIZONTAL DEPOSITION HOLES

0

1.68

m

AND DEPOSITION TUNNELS

0 4.0 m

Site preparation

Site preparation for horizontal raiseboring is very similar to that

o

the

traditional vertical or inclined applications. The general requirements are:

power supply for the machine lighting ventilation and water supply at the

work 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. Normally

the base plate is locked against movement to the wall and in the case

o

large cutterhead diameters turnbuckles should be used to support the

machine to the wall.

All machine components are brought to the work site and prepared for

boring. The machine itself must be positioned and adjusted to the desired

alignment for the hole. A storage must be build for the drill rods including a

rod handling device.

Pilot drilling flushing pumps hoses and water reservoir must be circuited

together for water circulation.

Figure 4 1. Reaming arrangement


28/54

2

Pilot hole drilling is started carefully and with low penetration rates.

When

the first stabilizer is drilled in, then the drilling rate can be increased to

approx. 1 meter/hour. The rope effect of the drill string must be

understood in order to control the horizontal pilot hole drilling orientation

successfully. 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 tendency

to force the hole-bottom assembly upwards. This phenomena can be used

to steer pilot hole drilling.

When the feed pressure is increased, the bit drills upwards. f the feed

pressure is decreased due to the weight of the stabilizers, the pilot bit drills

downwards. n long holes, even in the short 62 meter hole at the Tamrock

Test Mine, stabilizers were used also along the drill string in addition to the

ones straight after the pilot bit.


29/54

5 MACHINES HORIZONTAL

RAISEBORING

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

Machine mounting and support in horizontal position is built into Rhino

models. The concrete pad must be tilted according to machine model.

Flushing through the machine during pilot hole drilling and in addition to

higher 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 is

the Rhino 418 H with modified mounting and transportation equipment.

316

Figure 5 1. Rhino 418 H basic measurement drawing


30/54

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 WEIGHT

mm) 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

900

2 129

TURNBUCKLE 90 - 54) 2 510 140

76

DRILL ROD MANIPULATOR

1 500

1 370

600

490

HYDRAULIC POWER UNIT

2000

1 370

830 1 000

top part


2000 1 370

930

2 375

lower 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


31/54

24

Table 5 2. Specifications for Rhino 400 raiseborer.

SERIE RHINO 400 MODEL 418 H

RAISE DIAMETER

depending of rock type)

RAISE LENGTH

depending on rock type)

ROD -diameter

-length net)

-thread DI-22

STABILIZER

-diameter

length net)

PILOT

HOLE

-diameter

DRIVE

SYSTEM-

HYDRAULIC MOTOR

GEAR BOX- SPUR GEARS

Piloting

Reaming

-TORQUE operating at 13

RPM

max 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 WEIGHT

in transport


other voltages available

:-WEIGHT

1.2 1.8 m

2.1 m

300m

254mm

1.524 m

280mm

1.424 m

280mm

0 240 bar

total ratios

1:

2.23

1:7.76

90kNm

120 kNm

8

1

4

inch

4000 kg

2000 kN

6m/h

12 m/h

3 m/min

5.7 m/min

55 to 90

23 to 90

11

000 kg

10 000

kg

380V

132kW

2 375 kg

1 000 kg

4 6 f t

7ft

984ft

10 inch

5

8

1

4 inch

11 inch

56 inch

11

inch

0 135 RPM

range

0 32 46 RPM

0 13 17

RPM

50Hz


32/54

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

-diameter

-

length net)

-thread

DI-22

STABILIZER

-diameter

-

length net)

PILOT

HOLE

-diameter

DRIVE SYSTEM- ELECTRIC DC MOTORS

GEAR

BOX-

SPUR GEARS

- Piloting

-

Reaming

-TORQUE

operating at 11 RPM

max

-

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 UNIT

WEIGHT


-motor

-WEIGHT

2.13

6.10 m

7 20ft

600m

327

mm

1.524 m

349mm

1.424 m

349mm

2*145 kW

total ratios

: 60

1:

244

1968 ft

127/8inch

5ft

10 V2 inch

13- inch

56 inch

13- inch

0 2600

RPM

speed range

0 44 RPM

0

11 RPM

411 kNm

700kNm

10 Y2

inch

12700 kg

6400 kN

3 m/h

5 m/h

1.8 m/min

3.6 m/min

63

to 90

15

to

90

25600 kg

23000 kg

380 600V 400kVA

1600 kg

575 V

55 kW

2400 kg


33/54

26

S927

.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

5

DRILL

ROD MANIPULATOR

2050

800 840

1400

BASE

BEAMS (optional)

5 800 720

550

2 3 350

ELECTRICPOWER UNIT

2 200

1000

1 250

1 600


2 200 1 000

1500

2400

OPERATOR S CONSOLE

750 700

1 000

100

TOOL

BOX

1 000

760

870

200

CRAWLER incl. power pack

6100


34/54

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 standard

drill 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

Weight

DI-22 mm

mm

mm mm

mm

kg

6-3/4

203

1219

140 125

70

41

175 170

8-114

254

1524 149

125

70

41 203

320

9-1/4 286

1524 162 125 76

41

229 460

10-112 327 1524

203 135 100

63 267 620

Rhino 418 H uses 254

mm

10 rods

Rhino 2006 DC uses 327

mm

12-7/8 rods

Stabilizers

The stabilizer diameter is the same

as

the pilot bit diameter and for 10 rods

280 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.


35/54

28

c

8

Figure 5 5.

Stabilizer drawing

Table 5-6. Stabilizers - dimensions.

Thread A

B

c

D E

Weight

DI-22

mm

mm

mm mm mm

mm

mm kg

6-3/4

251 1120 270

203

70 41 175

300

8-1/4

280 1424

300 254 70

41 203 400

8-1/4

311 1424 320 286 70

41

203

600

9-1/4

311

1424

320

286

76

41

229 600

10-1/2

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 thread

and the female thread is standard API for pilot bit.

Also a check-valve is mounted inside the pilot sub. The valve prevents the

flushing media and the cuttings from going up the stabilizers during the

periods when the flow is off.

Cutterhead and cutters

n normal raiseboring where back reaming is done upwards the crushed

rock from the face falls on the head and goes through the openings in the

head 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 to

clean the face is to spray water from special nozzles on the head to the

rock face. This water is normally provided to the head through the drill

string.


36/54

29

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 gage

cutters will recut the muck in the hole invert. This muck actually acts like

solid rock when hit by a gage cutter, causing excess stresses to the

cutterhead, to the stem and to the rest o the drill string.

Normally the head is equipped with wings to push the wet muck behind

the 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 will

diminish the load and wear on stabilizers and it will also help to keep reamer

in alignment with pilot hole.

Cutters used in horizontal raiseboring are normal serial production

raiseboring equipment.

Figure 5 6. Sandvik Horizontal 4 meter diameter cutterhead


37/54

30

uck removal

The first part of mucking is already taken care by the cutterhead, which has

jet nozzles for flushing the face and scraping wings to transport the muck

behind 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. Water

brought to the head through the drill string will flush the cuttings out

from the hole. or large diameter holes or in more shallow angles

additional water can be pumped through the annulus between the pilot

hole and the drill rods or it can be provided with a separate hose which

follows 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 to

move the muck from the rock face to the back of the reamer.

1

n

small diameter holes (limited space, relatively small amount

of

muck/hour) a scraper/winch system is normally used.

An electric or pneumatic winch is used to tow a set

of

scrapers back and

forth in the bore to bring the cuttings out from the hole. Depending on the

situation there can be one scraper that travels from the head to the other

end of the hole or with shorter stroke there can be more scrapers working

for 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 and

the attashment wings first bring the muck behind the head. rom there the

suction system takes over. The suction nozzle is formed to follow the

wall of the hole. It is attached to the head, so that it follows the head

where the scraper wings bring out the cuttings.

The

suction pipe should

be

extendible while the head advances. Suction

pump

and the settling arrangement is located outside the hole.


38/54

31

3

Screw conveyor

A screw conveyor attached to the head is another possibility to remove

the cuttings out behind the head. The water amount has to be adequate to

dilute 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 only

push the muck behind the head, but the lift it up and dump it from the

upper position. The dumping position is the start o the belt conveyor.

The whole belt system is towed by the head. Extension belts are used as

required as the head advances.

5 Water and pressurized air

This method is

as

follows; the reamer head tows a plug which seals the

hole. 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 air

added in the annulus between the pilot hole and the drill rods.

The water cleans the face, wings move the muck behind the head and

then 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


39/54

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 the

cuttings 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 be

controlled up or down by adjusting the feed pressure. The hole direction has

to 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 right

turn.

Traditional pilot drilling

of

short holes 50 to 100 meters) usually results in

1 to

2

accuracy. improved accuracy is required, it can be achieved using

the steerable core drilling device.

The work begins with site preparation. The foundation has to be built so that

both rigs, core drilling machine and raiseboring machine, can drill with

same ax1s

The drilling procedure begins with a 56-72 mm core drilled guide hole using

a VIC DRILL Head, that can be steered and a standard core drill. The small

core guide hole can be drilled with high accuracy. Normally the deviation

of

horizontal 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 is

replaced 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 guide

hole. t is recommended to have guide rods core drilling rods) in the whole

length of the hole. This prevents the guide hole from collapsing and guide

rod 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 amount

of

holes

to

be drilled is substantial. The first hole is drilled

in a professional way recording all machine parameters included in Rhino

machines) and also recording all other events and changes during drilling.

When in the same rock the next hole is drilled using exactly the same

procedure; the hole will make exactly the same path or the hole can be

turned to hit the target by compensating the deviation by adjusting machine

parameter settings.


40/54

33

Figure 5 8.

Pilot bit with the core hole guide bar

odification o equipment for boring deposition tunnels

Typically the horizontal adjustment is provided by placing the machine base

plate on a tilted concrete foundation and fine-tuning by the machine

turn buckles.

Machines for the large diameter holes can be standard Rhino. All features

required in horizontal boring are already included in the machine.

Smaller machines for boring deposition holes have some special

requirements. 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 when

designing the boring station. It will also brings space limitations everything


41/54

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 can

be done by supporting the boring station to the round tunnel walls with

hydraulic jacks. There is no need for using bolts to attachment the unit to the

rock. 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, then

less modifications to the machine is required. All the equipment needed for

downwards blind boring should be built into one integrated machine.

o

solve the logistic problems, this machine should

be

self propelled and carry

everything onboard. Transportation

of

the muck by the vacuum process

should be a separate unit due to the large capacity requirement.

Space requirements

of

the raiseboring machine to bore deposition holes

using a standard unit are tunnel height min. 3.6 m and tunnel width min

5.3 m. Special tailored machine for deposition hole boring would need a

tunnel 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 the

traditional raiseboring practice, but a proven method which has been used

several times in many countries since 1973.

All necessary equipment for horizontal raiseboring are commercially

available.

he success of the operation will mainly depend on aspects assisting

raiseboring operation, i.e.

Direction control has to be tn accordance of the design

requirements 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.


42/54

35

6 PERFORMANCE PROGNOSIS

The performance estimates shown in Figures 6-1 and 6-2 and Tables 6-3 and

6-4 are made using the present machine models Table 6-2) and Sandvik

reamer heads and cutters as the base for the calculations Appendix 1). The

main rock types considered at the three investigation sites were Quartz

Diorite Gneiss, Quartz Diorite, Granodiorite and Micagneiss. The properties

of

these are shown in Table 6-1.

Table 6-1. Properties

of

the main rock types

at

the three investigation

sites.

Rock type

Quartz iorite Gneiss

Quartz iorite

Granodiorite

Micagneiss

Compressive

Strength

MP

a)

244

92

105

125

Vickers

Rock

Hardness Information

VHNR)

Accurancy

796 30

599 30

722

30

724

30

Table 6-2. Machine specifications.

Raise boring Machine Machine Drill Rod Reamer

Number

Machine Thrust

Torque diameter diameter

of

tons) kNm) inches) m)

Cutters

Rhino 2006D

640 450 2 7/8

4.44

24

Rhino 418 H

200

90

10

1.83

10


43/54

36

10,0

1

hino 4 BH

f

I I I

I I I

Granodiorite

-

:

-

-

-

Quartz Diorite

y =

0.0003x

1

69

-

y =

0.0005x

1

61

/

c:

0

:;:;

m

-

1,0

)

c:

Q)

1\

~

\

f I

riTT 7

I) 7

7

a

I/

_

-

Q)

v

I

7

:::

Micagneiss Quartz Diorite Gneiss

y =

0.0001x

1

81

y =

6E-06x

2

.

29

0 1

I

10

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 holes

0

1.68 m) using Rhino 418 H raiseboring machine.

Rock

Penetration

Cutter

Cutter

Rotation Thrust Torque

type

Rate

Life

Load

Speed utilized utilized

m/h)

m)

(tonnes)

(RPM) ( /tonnes) ( /kNm)

Q G

0.63 738

15 .0 5

77/154

89/80

Q

0.97

1469 11.0 5

571114

81173

G

1.01

1443

12.0

5

621124

90/81

MG 0.87 1243

12.0 5

62 I 84 I

QDG

=Quartz Diorite Gneiss

QD =Quartz Diorite

G =Granodiorite

MG =Micagneiss


44/54

37

10 0

J hino 2006 DC

:

l I

Quartz Diorite

Quartz Diorite

-

c

-

-

y =

9E-05x

1

.

64

Gneiss

y = 6E-07x

2

34

\

c

0

=

a s

loo

-

1 0

l

c

Cl

0..

-

Cl

-

s

a:

\

I

\.

/

----

Granodiorite

r-----

/ / . ...

r-----

y

= 6E-05x

1

.

71 1 t

I

r-----

-

~

I

r----

I

I

/

ij

I

/

I

Micagneiss

y = 2E-05x

1

84

0,1

10

100 1000

Force on Reamer tonnes)

Figure 6-2. Performance estimate for boring deposition tunnels 0 4 m

using 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 Torque

type Rate

Life Load Speed

utilized utilized

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

( I kNm)

QDG 0.46 294 13.0 5

51

I

326 90

I

405

QD

0.97 959 11.0 5 43

I 2 5

94

I

423

G

0.88

672 11.0 5 43 I 275

90 I 405

MG

0.81

616 11.5

5

45

I

90 I

QDG =Quartz

Diorite Gneiss

QD

= Quartz Diorite

G = Granodiorite

MG = Micagneiss


45/54

38

SUMMARY AND CONCLUSIONS

Horizontal raiseboring has been used successfully from the early 1970 to

make relatively short (less than

500

meters) and reasonable sized

(4.5 meters) holes in different type o rocks. Experience shows that the

method is applicable for KBS-3 type deposition tunnels and also for the

smaller 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 flexibility

when compared to Drill and Blast is the need for access to both ends

o

the

tunnel. Although the performance o the method was estimated, overall field

performance is very dependent on the efficiency o the removal system for

cuttings, which could not be estimated reliably on the basis

o

the presented

case studies.


46/54

39

8 REFERENCES

Autio, J. 1992.

e c h n i ~ a l feasibility of horizontal disposal concepts for final

disposal of TVO s spent fuel. TVO/Spent Fuel-Safety and Technology,

work report 92-08. Teollisuuden Voima Oy (TVO), Helsinki, 50 p

In

Finnish).

Autio, J. Kirkkomaki, T. 1996. Boring of full scale deposition holes

using 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 report

TEKA-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 period

1993

1996. Report

POSIV 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 Waste

Commission 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 Waste

Commission of Finnish Power Companies, Helsinki. 322 p


47/54

Appendix

1.

1 8

TAB-Raise Borers performance estimation

for: POSIV A y

Quotation RB 2 010/95

Rock Classification:

Rock type:

Selected values

Compressive Stregth UCS:

Vickers Hardness

Rock Information Accuracy

Rock Mass Nature

Hole Length

Hole agnle from horizontal

Hole diameter

Raise Boring Machine

Machine Thrust

Machine Torque

Drill Rods

Drill Rod Thread Dl-22

Effecive dead weight

Intermediate

Quartz Diorite Gneiss

244 MPa

796 VHNR

is selected to vary 1

Massive

120 m

0 degrees

4,44 m

Rhino 2006

DC

640 tonnes

450 kNm

12-7/8

10-1/2

Reamer Head 4,44 m with

0 tonnes

24 cutters

5 RPM

Sandvik 1

Head Rotation Speed

Cutters

Cutter 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

Torque

load utilized utilized 3 RPM

[ton]

[ ]

o/o]

[m/h]

11,0 43 o

76 o

0,19

11,5 45

o

79

o

0 21

12,0

47

o

83

0,23

12,5

49

86

0,25

13,0

51

o

90 0,27

13,5

53 o

93

o

0,30

14,0 55

o

97 o

0,32

14,5 56 o

100

0,35

15,0

58 o

104

0,38

15,5 60

o

107

o/o

0 41

16,0

62

o/o

110o

0,44

date 17.3.1997

rei. 5361-TRB

Usual Range for the Rock

Low 150 High 300 MPa

Low 750 High 900 VHNR

Range of selected accuracy



30

=

Horizontal

51

Utilized

90 Utilized

inches

88 Utilized

Possible diversity due to

variation in rock information

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

139 meters to 492 meters

Penetration rate at

5 RPM 7 RPM

[m/h] [m/h]

0 31 0,44

0,35

0,49

0,38 0,53

0,42

0,59

0,46


48/54

Appendix

1.

2 8


for: POS V

A

Oy

Quotation

RB

2 010/95


Rock type:

Selected values


Vickers Hardness

Siliceous

Granodiorite

105 MPa

722 VHNR


Rock Mass Nature

is

selected to vary 1

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods




Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

Massive

120 m

0 degrees

4,44 m

Rhino 2006

DC

640 tonnes

450 kNm

12-7/8

10-1/2

11

0 tonnes

24 cutters

5

RPM

Sandvik 1

11

11 tonnes

0,88 m/h

672 m

13,6 m3/h


Cutter Thrust Torque

load utilized utilized 3

RPM

[ton] [ ] [ ] [m/h)

9,0

36 73

0,38

9,5 38 o

77 o 0 41

10,0

40 o 81 0,45

10,5

41

85 0,49

>>>>

11,0

43

90 o 0,53

11,5 45

94

0,57

12,0

47

o

98 o 0 61

12,5 49 o

102

0,65

13,0

51 106

0,69

13,5

53 110

0,74

14,0

55

114

0,78

date 17.3.1997

rei. 5361-TRB





Low 74 High 137 MPa


30

=

Horizontal

43 Utilized

90 Utilized

inches

87 Utilized



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

377 meters to

1035 meters

Penetration rate at

5 RPM 7 RPM

[m/h) [m/h)

0,63

0,88

0,69

0,96

0,75 1,05

0 81

1 14

>>

0,88

1,23

0,94 1,32

1 01

1,42

1,08

1,52

1 15

1,62

1,23 1,72

1,30

1,83


49/54

Appendix

1.

3 8

TRB-Raise Borers performance estimation

for:

POS V

A

Oy



Rock type:

Selected values


Vickers Hardness

Micagneiss

125 MPa

724 VHNR


Rock Mass Nature

is

selected to vary 1

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods




Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

Massive

120 m

0 degrees

4,44 m

Rhino 2006

DC

640 tonnes

450 kNm

12-7/8

10-1/2

11

0 tonnes

24 cutters

5

RPM

Sandvik

1

11,5 tonnes

0,81 m/h

616 m

12,5 m3/h


Cutter

Thrust

Torque


[ton]

[ ]

[ ]

[m/h]

9,5

38

74

0,35

10,0

40

78

0,38

10,5

41

82

0,41

>>>>

11,0

43

86

0,45

11,5

45

90

0,49

12,0

47

o o

94

0,52

12,5

49

o

98

0,56

13,0

51

o

102

0,60

13,5

53

o

106 0,64

14,0

55

o

110

0,69

14,5

56 o

113

0,73

date 19.09.1997

rei. 5361-TRB


Low 50 High 200 MPa



Low 88 High 163 MPa


30

=

Horizontal

45

Utilized

90 Utilized

inches

88 o

Utilized


variation

in

rock information

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

343 meters to

950 meters

Penetration rate at

5 RPM

7RPM

[m/h]

[m/h]

0,58 0,81

0,63

0,89

0,69

0,97

0,75 1,05

>>

0,81


50/54

Appendix 1.

4 8


for:

POSIV A

y

Quotation

RB

2 010/95


Rock type:

Selected values


Vickers Hardness


Rock Mass Nature

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods



Intermediate

Quartz Diorite

92

MPa

599 VHNR

is selected to vary

1

Massive

120 m

0 degrees

4,44 m

Rhino 2006 DC

640 tonnes

450 kNm

12-7/8

10-1/2

0 tonnes


24 cutters

5 RPM

Sandvik 1

Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Wear Life

Muck Produced

11 tonnes

0,97 m/h

959 m

15 m3/h


Cutter

Thrust Torque


[ton] [ ]

[o o]

[m/h]

9,0

36 o

77 o o 0,43

9,5

38

81 0,46

10,0

40

86

o

0,50

10,5

41

o 90

0,54

>>>>

11,0

43

o 94

0,58

11,5

45

99

0,63

12,0

47 103 0,67

12,5

49

107

0,71

13,0

51

o 111 0,76

13,5 53

o

116 0,80

14,0

55 120

0,85

date 17.3.1997

rei. 5361-TRB


Low 80 High 225 MPa



Low 64 High 120 MPa


30

=

Horizontal

43 Utilized

94

o

Utilized

inches

91 Utilized



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

648 meters to

1319 meters

Penetration rate at

5 RPM 7 RPM

[m/h]

[m/h]

0,71

0,99

0,77

1,08

0,84

1 17

0,90 1,27

>>

0,97 1,36

1,04

1,46

1

11

1,56

1 19

1,66

1,26

1,77

1,34

1,88

1,42

1,99


51/54

Appendix 1.

5 8


for: POSIV A y

Quotation

RB

2 010/95

date 17.3.1997

rei.

5361-TRB


Intermediate


Rock type:

Quartz Diorite Gneiss


Selected values


Vickers Hardness

244 MPa

796 VHNR






Rock Mass Nature

is

selected to vary

1

30

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods



Reamer Head 1 83 m with

Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120 m

0 degrees =Horizontal

1,83 m

Rhino 418 H

200 tonnes 77 % Utilized

90 kNm

98

Utilized

10 inches

8-1/4 41

o

Utilized

0 tonnes

10 cutters

5 RPM

Sandvik

1

15 tonnes


variation

in

rock information

0,63 m/h

738 m

1,7 m3/h

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

232 meters to

1234 meters


Cutter

Thrust

Torque

Penetration rate at


RPM

5 RPM 7 RPM

[ton]

[%]

[%]

[m/h]

[m/h]

[m/h]

13,0

67

77

0,27

0,46 0,64

13,5

69

o

80

0,30

0,50

0,70

14,0

72

83

0,32

0,54

0,76

14,5

74

o

86

0,35

0,58

0,82

15,0

77 o o

89

0,38

0,63


52/54

Appendix 1.

6 8


for: POSIV A y



Rock type:

Selected values


Vickers Hardness

Siliceous

Granodiorite

105 MPa

722 VHNR


Rock Mass Nature


Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods




Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120

m

0 degrees

1,83

m

Rhino 418 H

200

tonnes

90

kNm

10

8-1/4

0 tonnes

10 cutters

5 RPM

Sandvik 1

12 tonnes

1 01 m/h

1443 m

2,7 m3/h


Cutter

Thrust

Torque


RPM

[ton]

[ ]

[o o]

[m/h]

10,0

52

o

75

0,45

10,5

54

79

0,49

11,0

57

83

0,53

11,5

59 o

86

0,57

>>>>

12,0

62

90

0 61

12,5

64

94

0,65

13,0

67

98

0,69

13,5

69 o

101

0,74

14,0

72

o

105 o o

0,78

14,5

74

o

109

0,83

15,0

77

o

113o

0,88

date 17.3.1997

rei. 5361-TRB


Low 100 High 250 MP a



Low 74 High 137 MPa


30

Horizontal

62 Utilized

99

Utilized

inches

41 o

Utilized



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

640 meters to

2222 meters

Penetration rate at

5 RPM 7 RPM

[m/h]

[m/h]

0,75

1,05

0 81

1,14

0,88

1,23

0,94

1,32

>>

1 01

1,42

1,08

1,52

1 15

1,62

1,23

1,72

1,30

1,83

1,38

1,93

1,46

2,05


53/54

Appendix 1.

7 8


for: POSIV A y

Quotation

RB

2 010/95


Rock type:

Selected values


Vickers Hardness

Micagneiss

125 MPa

724 VHNR


Rock Mass Nature

is

selected to vary

1

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods




Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Service Life

Muck Produced

Massive

120 m

0 degrees

1,83 m

Rhino 418 H

200 tonnes

90 kNm

10

8-1/4

11

0 tonnes

10 cutters

5 RPM

Sandvik

1

12 tonnes

0,87 m/h

1243 m

2,3 m3/h


Cutter

Thrust

Torque


RPM

[ton] [ ] [ ] [m/h)

10,0

52 70

0,38

10,5

54

73 0,41

11,0

57

77

0,45

11,5

59 80

0,49

>>>>

12,0

62 84

0,52

12,5

64

87

0,56

13,0

67

91

o

0,60

13,5 69 94 o 0,64

14,0 72

98

0,69

14,5 74

101

0,73

15,0

77

105 0,78

date 19.9.1997

rei.

5361-TRB


Low 50 High 200 MPa



Low 88 High 163 MPa


30

=Horizontal

62

o

Utilized

92 Utilized

inches

38 Utilized



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

534 meters to

1918 meters

Penetration rate at

5 RPM 7

RPM

[m/h)

[m/h)

0,63

0,89

0,69

0,98

0,75

1,05

0,81

1 13

>>

0,87


54/54

Appendix 1.

8 8


for:

POSIV A y

Quotation RB 2,010/95


Rock type:

Selected values


Vickers Hardness


Rock Mass Nature

Hole Length


Hole diameter


Machine Thrust

Machine Torque

Drill Rods



Intermediate

Quartz Diorite

92 MPa

599 VHNR


Massive

120 m

0 degrees

1,83

m

Rhino 418 H

200

tonnes

90

kNm

10

8-1/4

11


0 tonnes

10 cutters

5 RPM

Sandvik

1

Head Rotation Speed

Cutters

Cutter Load


Penetration Rate

Cutter Service Life

Muck Produced

11 tonnes

0,97 m/h

1469 m

2,6 m3/h


Cutter

Thrust

Torque

load

utilized

utilized

3 RPM

[ton]

[ ]

[ ]

[m/h]

9,0

47 o

66 o

0,43

9,5

49

70

0,46

10,0

52

74

0,50

10,5

54

77

0,54

11,0

57

81

0,58

11,5

59

85

0,63

12,0

62

88 o

0,67

date 17.3.1997

rei.

5361-TRB


Low 80 High 225 MPa



Low 64 High 120 MPa


30

=

Horizontal

57

Utilized

89

Utilized

inches

36 o

Utilized


variation in

rock information

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

799 meters to

2022 meters

Penetration rate at

5 RPM

?RPM

[m/h]

[m/h]

0,71

0,99

0,77 1,08

0,84

1 17

0,90

1,27

0,97

Documents

Raise Boring Horizontal