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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
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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
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~ ~ ~
~
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
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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.
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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
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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
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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
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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).
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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.
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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 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.
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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
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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.
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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 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.
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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.
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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%
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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
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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 --
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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
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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
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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
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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 0M
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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
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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.
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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
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-
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
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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
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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
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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.
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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
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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 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
HYDRAULIC POWER UNIT
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
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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
HYDRAULIC POWER UNIT
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
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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
HYDRAULIC POWER UNIT
-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
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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
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 pack
6100
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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 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.
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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.
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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
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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.
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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
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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 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.
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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
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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 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.
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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
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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
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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
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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.
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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
-
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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
Low 171 High 317 MPa
Low 557 High 1035 VHNR
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
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Appendix
1.
2 8
TAB-Raise Borers performance estimation
for: POS V
A
Oy
Quotation
RB
2 010/95
Rock Classification:
Rock type:
Selected values
Compressive Stregth UCS:
Vickers Hardness
Siliceous
Granodiorite
105 MPa
722 VHNR
Rock Information Accuracy
Rock Mass Nature
is
selected to vary 1
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
Reamer Head 4,44 m with
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
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
Performance and needed power according to the cutter load
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
Usual Range for the Rock
Low 100 High 250 MPa
Low 775 High 925 VHNR
Range of selected accuracy
Low 74 High 137 MPa
Low 505 High 939 VHNR
30
=
Horizontal
43 Utilized
90 Utilized
inches
87 Utilized
Possible diversity due to
variation in rock information
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
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Appendix
1.
3 8
TRB-Raise Borers performance estimation
for:
POS V
A
Oy
Quotation RB 2 010/95
Rock Classification:
Rock type:
Selected values
Compressive Stregth UCS:
Vickers Hardness
Micagneiss
125 MPa
724 VHNR
Rock Information Accuracy
Rock Mass Nature
is
selected to vary 1
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
Reamer Head 4,44 m with
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
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
Performance and needed power according to the cutter load
Cutter
Thrust
Torque
load utilized utilized 3 RPM
[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
Usual Range for the Rock
Low 50 High 200 MPa
Low 500 High 825 VHNR
Range of selected accuracy
Low 88 High 163 MPa
Low 507 High 941 VHNR
30
=
Horizontal
45
Utilized
90 Utilized
inches
88 o
Utilized
Possible diversity due to
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
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Appendix 1.
4 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
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
Reamer Head 4,44 m with
24 cutters
5 RPM
Sandvik 1
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
Penetration Rate
Cutter Wear Life
Muck Produced
11 tonnes
0,97 m/h
959 m
15 m3/h
Performance and needed power according to the cutter load
Cutter
Thrust Torque
load utilized utilized 3 RPM
[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
Usual Range for the Rock
Low 80 High 225 MPa
Low 400 High 700 VHNR
Range of selected accuracy
Low 64 High 120 MPa
Low 419 High 779 VHNR
30
=
Horizontal
43 Utilized
94
o
Utilized
inches
91 Utilized
Possible diversity due to
variation in rock information
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
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Appendix 1.
5 8
TAB-Raise Borers performance estimation
for: POSIV A y
Quotation
RB
2 010/95
date 17.3.1997
rei.
5361-TRB
Rock Classification:
Intermediate
Usual Range for the Rock
Rock type:
Quartz Diorite Gneiss
Low 150 High 300 MPa
Selected values
Compressive Stregth UCS:
Vickers Hardness
244 MPa
796 VHNR
Low 750 High 900 VHNR
Range of selected accuracy
Low 171 High 317 MPa
Low 557 High 1035 VHNR
Rock Information Accuracy
Rock Mass Nature
is
selected to vary
1
30
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
Reamer Head 1 83 m with
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
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
Possible diversity due to
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
Performance and needed power according to the cutter load
Cutter
Thrust
Torque
Penetration rate at
load utilized utilized 3
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
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Appendix 1.
6 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
Siliceous
Granodiorite
105 MPa
722 VHNR
Rock Information Accuracy
Rock Mass Nature
is selected to vary 1
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
Reamer Head 1 83 m with
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
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
Performance and needed power according to the cutter load
Cutter
Thrust
Torque
load utilized utilized 3
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
Usual Range for the Rock
Low 100 High 250 MP a
Low 775 High 925 VHNR
Range of selected accuracy
Low 74 High 137 MPa
Low 505 High 939 VHNR
30
Horizontal
62 Utilized
99
Utilized
inches
41 o
Utilized
Possible diversity due to
variation in rock information
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
-
7/26/2019 Raise Boring Horizontal
53/54
Appendix 1.
7 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
Micagneiss
125 MPa
724 VHNR
Rock Information Accuracy
Rock Mass Nature
is
selected to vary
1
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
Reamer Head 1 83 m with
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
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
Performance and needed power according to the cutter load
Cutter
Thrust
Torque
load utilized utilized 3
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
Usual Range for the Rock
Low 50 High 200 MPa
Low 500 High 825 VHNR
Range of selected accuracy
Low 88 High 163 MPa
Low 507 High 941 VHNR
30
=Horizontal
62
o
Utilized
92 Utilized
inches
38 Utilized
Possible diversity due to
variation in rock information
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
-
7/26/2019 Raise Boring Horizontal
54/54
Appendix 1.
8 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
92 MPa
599 VHNR
is selected to vary 1
Massive
120 m
0 degrees
1,83
m
Rhino 418 H
200
tonnes
90
kNm
10
8-1/4
11
Reamer Head 1 83 m with
0 tonnes
10 cutters
5 RPM
Sandvik
1
Head Rotation Speed
Cutters
Cutter Load
PERFORMANCE ESTIMATION:
Penetration Rate
Cutter Service Life
Muck Produced
11 tonnes
0,97 m/h
1469 m
2,6 m3/h
Performance and needed power according to the cutter load
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
Usual Range for the Rock
Low 80 High 225 MPa
Low 400 High 700 VHNR
Range of selected accuracy
Low 64 High 120 MPa
Low 419 High 779 VHNR
30
=
Horizontal
57
Utilized
89
Utilized
inches
36 o
Utilized
Possible diversity due to
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