appendix d: geotechnical investigation logs
TRANSCRIPT
Appendix D: Geotechnical Investigation Logs
· Borehole Logs: BH1 and BH2
· Hand Auger Logs: HA1 and HA2
· Scalar Logs: SC01 – SC09
A-6-25
Engineering log terminologyGeneral
Common types:
Bentonite seal
PMT LTLVALUUPSDc’ O’CONSDSCOMPUCSIS
Water
Core recovery
Drilling method/casing
Water level on date shown
Water inflow
Water outflow
Expressed as percentage of the length of the core run recovered.
Standpipe Slotted screen
VWP
Installation type
Graphic logs
The graphic log shows soil and rock types. The defect log indicates the location, orientation and abundance of defects of all types.
Typical material symbols:
Filter pack
Tests
• N=22:SPT uncorrected blow count for 300 mm
• 75/12:Undrained shear strength (peak/residual as measured by field vane.
Laboratory test(s) carried out:Pressuremeter testLugeon testLaboratory vane Atterburg limits Undrained triaxial Particle size distribution E�ective stress Consolidation Direct shear Compaction Unconfined compression Point load
Organic material
Clay
Silt
Sand
Gravel or Conglomerate
Mudstone
x
xxxxx Siltstone
Sandstone
Igneous rock
Metamorphic Rock
xxxx
xxxx
xxxx
xxxx
VVVVV
Open barrel Wash HQ triple tube PQ triple tube Hollow Stem Auger Window Sampler Hand Auger High Frequency Sonic Drilling Low Frequency Sonic Drilling
Soil and rock descriptions follow the “Guidelines for the field classification and description of soil and rock for engineering purposes” by the New Zealand Geotechnical Society (2005). Refer to this document for methods of field determination.
OBWHQ3PQ3HSA WS HA HFS
LFS
Soil descriptionMoisture content
Dry, looks and feels dry
Moist, no free water on hand when remoulding
Wet, free water on hand when remoulding
Saturated, free water present on sample
Very soft
Soft
Firm
Sti�
Very sti�
Hard
S (kPa)
< 12
12 to 25
25 to 50
50 to 100
100 to 200
> 200
Consistency/undrained shear strength
VS
S
F
St
VSt
H
Very loose
Loose
Medium dense
Dense
Very dense
0 to 4
4 to 10
10 to 30
30 to 50
> 50
Density index
VL
L
MD
D
VD
SPT(N) - uncorrected u
Proportional terms definition (Coarse soils)
Fraction Term
Subordinate
Minor
(UPPER CASE)
(lower case)
with some...with minor...
Major
with trace of...(or slightly)...
% of soil mass
Major constituent
> 20
12 - 20 5 - 12
< 5
GRAVEL
Sandy
with some sand with minor sand
with trace of sand (slightly sandy)
Example
M
D
W
S
Coarse FineType
Size range (mm)
Boulders Cobbles Gravel
Coar
se
Med
ium
Fine
Sand
Coar
se
Med
ium
Fine
200 6020 6
0.0620.6 0.2
Silt Clay
0.002
Grain size criteria
SPT
Bulk sample
Sample type
Thin-wall tube
Other
Core or Sample loss
Core
50
A-6-26
Genera
l Log -
22/0
8/2
017 7
:40:5
8 a
.m. -
Pro
duce
d w
ith C
ore
-GS
by
GeR
oc
v3.1
e
DRILLED BY: Geotech Drilling Ltd
LOGGED BY: RLXB
CHECKED: CWM
START DATE: 27/07/2017
FINISH DATE: 27/07/2017
CONTRACTOR: Geotech Drilling .
SHEET: 1 OF 2
BOREHOLE No.:
BH1
R.L. GROUND: 29.97m
R.L. COLLAR:
SURVEY: Handheld GPS
DATUM:
PROJECT: USP Towers, Fiji
LOCATION: Site 1, USP Laucala, Suva, Fiji
JOB No.: 1002886.00
CO-ORDINATES:
DIRECTION:
ANGLE FROM HORIZ.: -90°
(WGS84)178.442286-18.147331
GE
OLO
GIC
AL U
NIT
DESCRIPTION OF CORE
RQ
D (
%)
Wate
r Leve
l
Fra
cture
Spaci
ng (
mm
)
BOREHOLE LOG
SOIL: Classification, colour, consistency / density, moisture, plasticity
ROCK: Weathering, colour, fabric, name, strength, cementation Rock
Weath
ering
Description
& Additional Observations
Casi
ng
Inst
alla
tion
Core
Box
No
ROCK DEFECTS
20
00
60
02
00
60
20
UW
SW
MW
HW
CW
ES
VS S MS
W VW
EW
Flu
id L
oss
(%
)2
5
50
75
Depth
(m
)
Gra
phic
Log
RL
(m
)
Rock
Str
ength
Sam
plin
g M
eth
od
Core
Reco
very
(%
)
Test
ing
De
fect
Lo
g
0.0 m - Organic SILT with some clay and tracegravel; dark brown. Stiff, moist, moderate plasticity.Organics: silt and rootlets. Gravel: fine light brown,angular siltstone gravel.
0.3 m - Highly to completely weathered, light brown,massive SILTSTONE. Very weak.
2.75 m - Moderately to highly weathered, light brown,massive SILTSTONE. Very weak.
5.15 m - Moderately to highly weathered, light brown,massive MUDSTONE. Extremely weak to veryweak.
6.2 - 6.3 m - CORE LOSS.
6.3 m - Moderately to highly weathered, light brown,massive MUDSTONE. Extremely weak to veryweak.
9.1 m - Highly weathered, light brown, massiveSILTSTONE. Extremely weak. (SILT with minorsand; light brown. Very stiff, moist, non plastic).
9.55 m - Moderately weathered, dark greenish grey,massive SILTSTONE. Extremely weak to very weak.
1
2
3
4
5
6
7
8
9
048
33
066
86
43
73
83
2.00m: Grades; extremely weak.1.90 - 2.00m: J, 80° dip, St, R,dark brown stained surface
3.25 - 3.30m: J, 50° dip, St, R,dark brown surface with Fe st.
3.30m: J, 10° dip, St, R
3.40 - 3.50m: J, 60° dip, Pl, Sm,Fe. St.
4.95m: J, 40° dip, Un, R, Fe. St.
5.50 - 5.60m: J, 80° dip, Pl, Sm,Fe. St.
7.75m: J, 10° dip, St, R, Fe. St.
8.55m: J, 10° dip, St, Sm
8.80m: J, 5° dip, Pl, R, Fe. St.
8.85 - 9.20m: J, 80° dip, Fe. Stwithin SPT.
9.30m: DD, 5° dip
29
28
27
26
25
24
23
22
21
20
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
66
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
Box
1, 0.0
-3.5
mB
ox
2, 3.5
-7.3
m
7/1114
N>=50
2/44/55/6
N=20
7/1111/1514/10N>=50
17/1213/1318/6for
40mmN>=50
2/37/16
13/14N>=50
5/810/109/12N=41
6/77/68/7
N=28
7/118/55/6
N=24
14/127/55/5
N=22
4/34/57/7
N=23
4/44/56/6
N=21
3/34/56/8
N=23
3.92 - 4.00m: Recovered asGRAVEL - drill induced.
To
pso
ilS
uva
Marl
Target depth reached. Static water level measured on 8/8/2017 at 13.77 m bgl within open hole.
Hole Depth20m
COMMENTS:
Scale 1:50 Rev.: AA-6-27
Genera
l Log -
22/0
8/2
017 7
:40:5
8 a
.m. -
Pro
duce
d w
ith C
ore
-GS
by
GeR
oc
v3.1
e
DRILLED BY: Geotech Drilling Ltd
LOGGED BY: RLXB
CHECKED: CWM
START DATE: 27/07/2017
FINISH DATE: 27/07/2017
CONTRACTOR: Geotech Drilling .
SHEET: 2 OF 2
BOREHOLE No.:
BH1
R.L. GROUND: 29.97m
R.L. COLLAR:
SURVEY: Handheld GPS
DATUM:
PROJECT: USP Towers, Fiji
LOCATION: Site 1, USP Laucala, Suva, Fiji
JOB No.: 1002886.00
CO-ORDINATES:
DIRECTION:
ANGLE FROM HORIZ.: -90°
(WGS84)178.442286-18.147331
GE
OLO
GIC
AL U
NIT
DESCRIPTION OF CORE
RQ
D (
%)
Wate
r Leve
l
Fra
cture
Spaci
ng (
mm
)
BOREHOLE LOG
SOIL: Classification, colour, consistency / density, moisture, plasticity
ROCK: Weathering, colour, fabric, name, strength, cementation Rock
Weath
ering
Description
& Additional Observations
Casi
ng
Inst
alla
tion
Core
Box
No
ROCK DEFECTS
20
00
60
02
00
60
20
UW
SW
MW
HW
CW
ES
VS S MS
W VW
EW
Flu
id L
oss
(%
)2
5
50
75
Depth
(m
)
Gra
phic
Log
RL
(m
)
Rock
Str
ength
Sam
plin
g M
eth
od
Core
Reco
very
(%
)
Test
ing
De
fect
Lo
g
10.0 m - Moderately weathered, dark greenish grey,massive SILTSTONE. Extremely weak to very weak.
11.75 m - Moderately weathered, dark greenish grey,massive SILTSTONE. Very weak.
17.0 m - Slightly to moderately weathered, darkgreenish grey massive SILTSTONE. Extremelyweak to very weak. Widely spaced joints.
11
12
13
14
15
16
17
18
19
100
83
100
71
0100
89
90
71
100
19.90m: Grades; light orangey brown.
10.90m: DD, 5° dip
11.60m: J, 10° dip, St, R
12.30m: J, 10° dip, Pl, R, somebroken gravel around joint. Fe.St.
13.05 - 13.20m: J, 60° dip, Un,R, clean.
13.90m: DD, 5° dip
14.20m: J, 10° dip, St, R, Fe. St.and white discolouration.
17.45 - 17.55m: J, 60° dip, Pl,Sm
18.30m: J, 5° dip, St, R, Fe. St.
19
18
17
16
15
14
13
12
11
10
HQ
TT
100
SP
T 100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
90
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
Box
3, 7.3
-11.0
mB
ox
4, 11.0
-14.4
mB
ox
5, 14.4
-17.8
mB
ox
6, 17.8
-20.0
m
20m: END OF BOREHOLE
5/65/67/7
N=25
4/34/6
7/10N=27
6/1011/1122/6for
20mmN>=50
6/810/1114/14N=49
50for
50mmN>=50
7/911/1114/14N>=50
5/911/1112/15N=49
5/56/7
8/10N=31
Suva
Marl
08
/08
/20
17
; S
tatic w
ate
r le
ve
l in
op
en
ho
le.
Target depth reached. Static water level measured on 8/8/2017 at 13.77 m bgl within open hole.
Hole Depth20m
COMMENTS:
Scale 1:50 Rev.: A
A-6-28
Genera
l Log -
22/0
8/2
017 7
:40:5
8 a
.m. -
Pro
duce
d w
ith C
ore
-GS
by
GeR
oc
v3.1
e
DRILLED BY: Geotech Drilling Ltd
LOGGED BY: RLXB
CHECKED: CWM
START DATE: 28/07/2017
FINISH DATE: 28/07/2017
CONTRACTOR: Geotech Drilling .
SHEET: 1 OF 2
BOREHOLE No.:
BH2
R.L. GROUND: 23.10m
R.L. COLLAR:
SURVEY: Handheld GPS
DATUM:
PROJECT: USP Towers, Fiji
LOCATION: Site 2, USP Laucala, Suva, Fiji
JOB No.: 1002886.00
CO-ORDINATES:
DIRECTION:
ANGLE FROM HORIZ.: -90°
(WGS84)178.443636-18.147032
GE
OLO
GIC
AL U
NIT
DESCRIPTION OF CORE
RQ
D (
%)
Wate
r Leve
l
Fra
cture
Spaci
ng (
mm
)
BOREHOLE LOG
SOIL: Classification, colour, consistency / density, moisture, plasticity
ROCK: Weathering, colour, fabric, name, strength, cementation Rock
Weath
ering
Description
& Additional Observations
Casi
ng
Inst
alla
tion
Core
Box
No
ROCK DEFECTS
20
00
60
02
00
60
20
UW
SW
MW
HW
CW
ES
VS S MS
W VW
EW
Flu
id L
oss
(%
)2
5
50
75
Depth
(m
)
Gra
phic
Log
RL
(m
)
Rock
Str
ength
Sam
plin
g M
eth
od
Core
Reco
very
(%
)
Test
ing
De
fect
Lo
g
0.0 m - Organic SILT; dark brown. Very stiff, moist,low plasticity. Organics: silt, rootlets anddecomposing wood fragments.
0.45 m - SILT with minor sand; light yellowish brown. Hard, moist, non plastic. Sand: medium.
2.75 m - Highly weathered, dark grey, massiveSILTSTONE. Extremely weak.
3.3 m - Moderately weathered, dark grey, massiveSILTSTONE. Very weak.
4.15 m - Highly weathered, dark brown streaked lightbrown, massive SILTSTONE. Extremely weak.
4.7 - 4.9 m - CORE LOSS.
4.9 m - Slightly to moderately weathered, dark grey,massive SILTSTONE. Very weak.
5.15 m - Slightly to moderately weathered, darkgreenish grey, interbedded SILTSTONE andMUDSTONE. Very weak. Thinly interbedded at 0.1m intervals with beds subhorizontal.
5.75 - 5.85 m - CORE LOSS.
5.75 m - Slightly to moderately weathered, darkgreenish grey, massive MUDSTONE. Very weak.
7.2 m - Moderately weathered, dark greenish grey,massive SILTSTONE. Extremely weak.
7.7 - 7.8 m - CORE LOSS.
7.8 m - Moderately weathered, dark greenish grey,massive MUDSTONE. Extremely weak.
1
2
3
4
5
6
7
8
9
76
33
033
73
66
100
100
2.55m: J, 5° dip, Un, R, whitediscolouration.
2.65m: J, 5° dip, Un, R, whitediscolouration and Fe. St.
3.30 - 3.40m: J, 85° dip, Un,Sm, clean.
4.05m: J, 5° dip, St, R, whitediscolouration.
4.15m: J, 5° dip, St, R, Fe. St.
5.20m: BF, 5° dip
5.25m: BF, 5° dip
5.40m: BF, 5° dip
5.45m: BF, 5° dip
5.60m: J, 10° dip, St, R
5.70m: J, 10° dip, St, R
23
22
21
20
19
18
17
16
15
14
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
33
SP
T
10
0
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
Box
1, 0.0
-3.3
mB
ox
2, 3.3
-6.5
m
2/34/45/6
N=19
2/23/45/7
N=19
8/89/1012/11N=42
4/611/17
21for
55mmN>=50
9/108/58/9
N=30
8/42for
75mmN>=50
4/48/1214
N>=50
3/47/11
11/21N>=50
3/44/44/4
N=16
4/55/44/4
N=17
3/32/45/7
N=18
5/710/86/6
N=30
Topso
ilS
uva
Marl
Target depth reached. Static water level measured on 8/8/2017 at 10.2 m bgl.
Hole Depth20m
COMMENTS:
Scale 1:50 Rev.: AA-6-29
Genera
l Log -
22/0
8/2
017 7
:40:5
8 a
.m. -
Pro
duce
d w
ith C
ore
-GS
by
GeR
oc
v3.1
e
DRILLED BY: Geotech Drilling Ltd
LOGGED BY: RLXB
CHECKED: CWM
START DATE: 28/07/2017
FINISH DATE: 28/07/2017
CONTRACTOR: Geotech Drilling .
SHEET: 2 OF 2
BOREHOLE No.:
BH2
R.L. GROUND: 23.10m
R.L. COLLAR:
SURVEY: Handheld GPS
DATUM:
PROJECT: USP Towers, Fiji
LOCATION: Site 2, USP Laucala, Suva, Fiji
JOB No.: 1002886.00
CO-ORDINATES:
DIRECTION:
ANGLE FROM HORIZ.: -90°
(WGS84)178.443636-18.147032
GE
OLO
GIC
AL U
NIT
DESCRIPTION OF CORE
RQ
D (
%)
Wate
r Leve
l
Fra
cture
Spaci
ng (
mm
)
BOREHOLE LOG
SOIL: Classification, colour, consistency / density, moisture, plasticity
ROCK: Weathering, colour, fabric, name, strength, cementation Rock
Weath
ering
Description
& Additional Observations
Casi
ng
Inst
alla
tion
Core
Box
No
ROCK DEFECTS
20
00
60
02
00
60
20
UW
SW
MW
HW
CW
ES
VS S MS
W VW
EW
Flu
id L
oss
(%
)2
5
50
75
Depth
(m
)
Gra
phic
Log
RL
(m
)
Rock
Str
ength
Sam
plin
g M
eth
od
Core
Reco
very
(%
)
Test
ing
De
fect
Lo
g
10.0 m - Moderately weathered, dark greenish grey,massive MUDSTONE. Extremely weak.
10.7 - 10.8 m - CORE LOSS.
10.8 m - Moderately weathered, dark grey, massiveSILTSTONE. Extremely weak to very weak.
14.45 - 14.6 m - CORE LOSS.
14.6 m - Moderately weathered, dark greenish grey,massive SILTSTONE. Extremely weak to very weak.
15.5 m - Slightly weathered, dark grey, massiveSILTSTONE. Very weak.
18.95 - 19.15 m - CORE LOSS.
19.15 m - Slightly to moderately weathered, darkgreenish grey, massive SILTSTONE. Extremelyweak to very weak.
11
12
13
14
15
16
17
18
19
100
40
0100
76
85
100
64
57
18.50m: Grades; extremely weak.
11.45 - 11.75m: BF, 5° dip,multiple bedding fractures withcore spin in places.
12.95 - 13.10m: J, 70° dip, Un,Sm, clean.
13.35m: J, 5° dip, St, R, whitediscolouration.
15.55m: J, 10° dip, Un, R, lightgreen and grey discolouration.
18.40m: J, 5° dip, St, R, whitediscolouration.
19.15m: J, 75° dip, Un, Sm
13
12
11
10
98
76
54
HQ
TT
100
SP
T 100
HQ
TT
66
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
SP
T
100
HQ
TT
100
Bo
x 3
, 6
.5-1
0.3
mB
ox
4, 10.3
-14.0
mB
ox
5, 14.0
-17.8
mB
ox
6, 17.8
-20.0
m
20m: END OF BOREHOLE
2/34/45/7
N=20
5/69/11
10/15N=45
5/77/8
10/9N=34
6/88/1011/9
N=38
6/66/7
6/10N=29
5/712/1317/8for
35mmN>=50
9/712/1614/8for
40mmN>=50
6/75/56/8
N=24
Suva
Marl
Target depth reached. Static water level measured on 8/8/2017 at 10.2 m bgl.
Hole Depth20m
COMMENTS:
Scale 1:50 Rev.: AA-6-30
8/08
/201
7: S
tatic
wat
er le
vel i
n op
en h
ole.
Hand A
uger
Log -
22/0
8/2
017 7
:45:0
6 a
.m. -
Pro
duce
d w
ith C
ore
-GS
by
GeR
oc
v3.1
e
SHEET: 1 OF 1
HOLE Id: HA1
Hole Location: Site 1, USP Laucala, Suva, F iji
PROJECT: USP Towers, Fiji LOCATION: The University of the South Pacific, Suva, FijiJOB No.: 1002886.00
GEOLOGICAL
WA
TE
R
HAND AUGER LOG
GEOLOGICAL UNIT,
GENERIC NAME,
ORIGIN,
MATERIAL COMPOSITION.
SA
MP
LE
S
ENGINEERING DESCRIPTION
DE
PT
H (
m)
GR
AP
HIC
LO
G
RL
(m
)
ME
TH
OD
CO
RE
RE
CO
VE
RY
(%
)
TESTS
WE
AT
HE
RIN
GM
OIS
TU
RE
CO
ND
ITIO
N
ST
RE
NG
TH
/DE
NS
ITY
CL
AS
SIF
ICA
TIO
N
SH
EA
R S
TR
EN
GT
H(k
Pa
)
10
25
50
100
200
CO-ORDINATES: 178.442277-18.147322WGS84
R.L.: 29.95m
DATUM:
DRILL METHOD: HA
DRILL TYPE: MLO
DRILLED BY: T+T
CHECKED: RLXBLOGGED BY: MLO
HOLE FINISHED: 27/06/2017
HOLE STARTED: 27/06/2017
Description andAdditional Observations
SCALA PENETROMETER(Blows/0mm)
2 4 6 8 10 12 14 16 18
0.5
UTP
>202 kPa
>202 kPa
29
HA
100
0.0 m - SILT with some clay; dark brown. Verystiff, moist, moderate plasticity.
0.2 m - SILT with trace clay; light brown. Hard,dry, non-plastic.
M
D
0.87m: END OF BOREHOLE
Topsoil
Suva Marl
VSt
H
End of hole on refusal in hard ground. Borehole dry on completion. Shear strength measured using SV#1739 with a correction factor of 1.54.
Hole Depth0.87m
COMMENTS:
Scale 1:5 Rev.: AA-6-31
Hand A
uger
Log -
22/0
8/2
017 7
:45:0
6 a
.m. -
Pro
duce
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v3.1
e
SHEET: 1 OF 1
HOLE Id: HA2
Hole Location: Site 1, USP Laucala, Suva, F iji
PROJECT: USP Towers, Fiji LOCATION: The University of the South Pacific, Suva, FijiJOB No.: 1002886.00
GEOLOGICAL
WA
TE
R
HAND AUGER LOG
GEOLOGICAL UNIT,
GENERIC NAME,
ORIGIN,
MATERIAL COMPOSITION.
SA
MP
LE
S
ENGINEERING DESCRIPTION
DE
PT
H (
m)
GR
AP
HIC
LO
G
RL
(m
)
ME
TH
OD
CO
RE
RE
CO
VE
RY
(%
)
TESTS
WE
AT
HE
RIN
GM
OIS
TU
RE
CO
ND
ITIO
N
ST
RE
NG
TH
/DE
NS
ITY
CL
AS
SIF
ICA
TIO
N
SH
EA
R S
TR
EN
GT
H(k
Pa
)
10
25
50
100
200
CO-ORDINATES: 178.442361-18.147159WGS84
R.L.: 29.41m
DATUM:
DRILL METHOD: HA
DRILL TYPE: MLO
DRILLED BY: T+T
CHECKED: RLXBLOGGED BY: MLO
HOLE FINISHED: 27/06/2017
HOLE STARTED: 27/06/2017
Description andAdditional Observations
SCALA PENETROMETER(Blows/0mm)
2 4 6 8 10 12 14 16 18
0.5
UTP
29
HA
100
0.0 m - SILT with some clay; dark brown. Verystiff, moist, moderate plasticity.
0.2 m - SILT with trace clay; dark brown gradingto light brown. Hard, dry to moist, low plasticity.
M
D-M
0.3m: END OF BOREHOLE
Topsoil
Suva Marl
VSt
H
End of hole on refusal in hard ground. Borehole dry on completion. Shear strength measured using SV#1739 with a correction factor of 1.54.
Hole Depth0.3m
COMMENTS:
Scale 1:5 Rev.: AA-6-32
BH1_Box 1_0.0-3.45m.jpg
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20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC01Project: USP FIJI Operated by: MLO
Location: HA1 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 1 2550100 1 2600150 1 2650200 1 2700250 1 2750300 3 2800350 8 2850400 10 2900450 19 2950500 24 3000550 37 3050600 30 3100650 25 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
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20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC02Project: USP FIJI Operated by: MLO
Location: HA1 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 1 2550100 1 2600150 1 2650200 1 2700250 2 2750300 2 2800350 8 2850400 15 2900450 12 2950500 12 3000550 15 3050600 18 3100650 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
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A-6-59
20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC03Project: USP FIJI Operated by: MLO
Location: HA1 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 0 2550100 1 2600150 1 2650200 1 2700250 1 2750300 1 2800350 1 2850400 2 2900450 2 2950500 2 3000550 2 3050600 12 3100650 15 3150700 19 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
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500
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A-6-60
20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC04Project: USP FIJI Operated by: MLO
Location: HA1 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 2550100 2600150 2650200 2700250 2750300 2800350 2850400 2900450 2950500 3000550 6 3050600 9 3100650 15 3150700 10 3200750 16 3250800 14 3300850 15 3350900 14 3400950 24 34501000 18 35001050 24 35501100 24 36001150 26 36501200 26 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
Augered to 500 mm
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A-6-61
20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC05Project: USP FIJI Operated by: MLO
Location: HA2 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 0 2550100 0 2600150 1 2650200 1 2700250 15 2750300 19 2800350 23 2850400 2900450 2950500 3000550 3050600 3100650 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
0
500
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20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC06Project: USP FIJI Operated by: MLO
Location: HA2 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 0 2550100 1 2600150 1 2650200 1 2700250 12 2750300 12 2800350 20 2850400 2900450 2950500 3000550 3050600 3100650 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
0
500
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20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC07Project: USP FIJI Operated by: MLO
Location: HA2 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 0 2550100 1 2600150 1 2650200 1 2700250 2 2750300 2 2800350 16 2850400 18 2900450 20 2950500 3000550 3050600 3100650 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
0
500
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A-6-64
20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC08Project: USP FIJI Operated by: MLO
Location: HA2 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 0 2550100 3 2600150 3 2650200 2 2700250 2 2750300 2 2800350 3 2850400 1 2900450 2 2950500 2 3000550 11 3050600 20 3100650 25 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
0
500
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A-6-65
20170628_ScalaTest.xlsx
Job No: 1002886.0000 Date: 28/06/2017 Test No. SC09Project: USP FIJI Operated by: MLO
Location: HA2 Logged by: MLO Sheet
RL: Checked by: RLXB 1 of 1
mm No. of mm No. ofDriven Blows Driven Blows
50 2550100 2600150 2650200 2700250 2750300 7 2800350 7 2850400 18 2900450 20 2950500 21 3000550 30 3050600 3100650 3150700 3200750 3250800 3300850 3350900 3400950 34501000 35001050 35501100 36001150 36501200 37001250 37501300 38001350 38501400 39001450 39501500 40001550 40501600 41001650 41501700 42001750 42501800 43001850 43501900 44001950 44502000 45002050 45502100 46002150 46502200 47002250 47502300 48002350 48502400 49002450 49502500 5000
CLIENT YECTITLE Scala PenetrometerREFERENCE No. [1]
TONKIN & TAYLOR
SCALA PENETROMETER LOG
Test Method Used: NZS 4402:1988 Test 6.5.2 Dynamic Cone Penetrometer
1002886.0000 June 2017
Augered to 250 mm
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Appendix E: Laboratory Test Results
· Water Content Test Results: BH1 and BH2 (13 Tests)
· Atterberg Limits Test Results: BH1 and BH2 (10 Tests)
· Solid Density Test Results: BH1 and BH2 (16 Tests)
· PSD and Hydrometer Test Results: BH1 and BH2 (14 Tests)
· Unconfined Compressive Strength Test Results: BH1 and BH2 (18 Test
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Page 1 of 36
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Site : USP Tower, Suva, Fiji
Test Method Used: NZS 4402:1986 Test 2.1 Determination of the Water Content
Water Content Test Results Summary:
Table 1:
BH No.: 1 1 1 1 1 1 1 1
Sample No.: SPT SPT SPT SPT SPT SPT SPT SPT
Depth (m) 2.75-3.20 5.0-5.45 7.25-7.70 8.75-9.20 10.25-10.70 11.0-11.45 14.0-14.05 17.0-17.45
Water Content % 63.3 70.9 75.7 85.1 75.6 75.1 58.1 67.8
Table 2:
BH No.: 2 2 2 2 2
Sample No.: SPT SPT SPT SPT SPT
Depth (m) 2.75-3.20 6.5-6.95 7.25-7.70 11.0-11.45 14.0-14.45
Water Content % 66.1 74.1 73.8 66.9 68.9
Remarks :
Entered by: Date: Checked by: Date:
TEST RESULTS
1004230.0000.0.0
Your Job No.:
Our Job No.:
File: T:Geotechnics Group\Projects\1004230\Working Material\Water Content Summary.xlsx
1002886
The material used for testing was natural.
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Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
Test Method Used: NZS 4402:1986 Test 2.2 Determination of the Liquid Limit
Test 2.3 Determination of the Plastic Limit
Test 2.4 Determination of the Plasticity Index
Atterberg Limits Test Results Summary
Table 1:
BH No.: 1 1 1 1 1
Depth (m) 2.75-3.20 5.0-5.45 7.25-7.70 11.0-11.45 15.50-15.95
Liquid Limit 111 121 125 118 110
Plastic Limit 62 69 64 58 54
Plasticity Index 49 52 61 60 56
Table 2:
BH No.: 2 2 2 2 2
Depth (m) 2.75-3.20 6.5-6.95 7.25-7.70 11.0-11.45 14.0-14.45
Liquid Limit 107 114 149 112 107
Plastic Limit 63 56 60 63 53
Plasticity Index 44 58 89 49 54
Remarks : The material used for testing was natural, fraction passing a 0.425mm test sieve.
Entered by: Date: Checked by: Date:
TEST RESULTS
File: T:Geotechnics Group\Projects\1004230\Working Material\Atterberg Limits Summary.xlsx
The test results are IANZ accredited.
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Your Ref No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.:
Test Method Used:NZS 4402:1986 Test 2.7.2 Determination of Solid Density of Soil Particles - Vacuum Method
Table 1: Solid Density
Borehole No.: 1 1 1 1 1 1 1 1
Sample ID.: SPT SPT SPT SPT SPT SPT SPT SPT
Depth (m) 1.0-1.45 3.5-3.92 6.5-6.95 8.0-8.45 9.5-9.95 11.75-12.15 15.5-15.95 18.5-18.95
*Solid Density (t/m3) 2.85 2.74 2.80 2.82 2.80 2.79 2.78 2.80
Table 2: Solid Density
Borehole No.: 2 2 2 2 2 2 2 2
Sample ID.: SPT SPT SPT SPT SPT SPT SPT SPT
Depth (m) 1.0-1.45 3.5-3.86 6.5-6.95 8.0-8.45 9.5-9.95 11.75-12.2 15.5-15.91 18.5-18.95
*Solid Density (t/m3) 2.83 2.65 2.66 2.80 2.79 2.80 2.80 2.84
Remarks : The material used for testing was natural, whole soil.
*As per the standard, two specimens are required to perform a solid density, but due to insufficient SPT sample mass
obtained, it was performed on a single specimen as directed by the engineer. Therefore the test results are not IANZ accredited.
Entered by: Date: Checked by: Date:
File: T:Geotechnics Group\Projects\1004230\Working Material\Solid density summary.xlsx
1004230.0000.0.0
SOLID DENSITY TEST RESULTS
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Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 2.0-2.45
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 90 4719.0 --- 0.300 85 4313.2 --- 0.212 78 409.50 --- 0.150 71 376.70 --- 0.090 62 344.75 --- 0.075 58 303.35 100 0.063 55 262.00 100 211.18 98 17
0.600 94 9
Sample history : As receivedSolid Density (Assumed): 2.85 t/m3
Description : sandy SILT with minor clay, extremely weak, light brown, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0215
0.0014
0.01560.01160.00850.00620.00450.0033
Equivalent Particle Diameter D (mm)
0.03980.0293
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_2.0-2.45m_Wet Sieve+Hydro Summary.xlsx
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0.001 0.01 0.1 1 10 100
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Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
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Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 4.25-4.70
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 75 4119.0 --- 0.300 71 3713.2 --- 0.212 66 339.50 --- 0.150 62 296.70 --- 0.090 53 264.75 100 0.075 49 223.35 100 0.063 46 182.00 98 151.18 90 12
0.600 79 7
Sample history : As receivedSolid Density (Assumed): 2.75 t/m3
Description : sandy SILT with minor clay and trace of fine gravel, very weak, light brown, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
Equivalent Particle Diameter D (mm)
0.04630.0335
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_4.25-4.70m_Wet Sieve+Hydro Summary.xlsx
0.0244
0.0015
0.01760.01310.00950.00680.00490.0035
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-73
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 5.75-6.20
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 79 4119.0 --- 0.300 74 3713.2 --- 0.212 68 329.50 --- 0.150 63 296.70 --- 0.090 53 254.75 100 0.075 49 223.35 100 0.063 45 182.00 99 141.18 92 11
0.600 83 7
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with minor clay and trace of fine gravel, extremely weak to very weak, light brown, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0244
0.0015
0.01760.01310.00940.00680.00490.0035
Equivalent Particle Diameter D (mm)
0.04630.0335
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_5.75-6.20m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-74
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 8.75-9.20
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 92 5319.0 --- 0.300 87 5013.2 --- 0.212 81 479.50 --- 0.150 74 436.70 --- 0.090 64 394.75 --- 0.075 61 353.35 100 0.063 60 312.00 100 271.18 97 22
0.600 95 12
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with some clay, extremely weak to very weak, light brown, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0208
0.0014
0.01520.01150.00840.00610.00440.0033
Equivalent Particle Diameter D (mm)
0.03910.0285
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_8.75-9.20m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-75
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 10.25-10.70
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 87 4619.0 --- 0.300 80 4313.2 --- 0.212 74 409.50 --- 0.150 67 376.70 --- 0.090 57 344.75 100 0.075 53 303.35 99 0.063 50 262.00 98 221.18 96 18
0.600 91 11
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with some clay and trace of fine gravel, extremely weak to very weak, dark greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
Equivalent Particle Diameter D (mm)
0.04270.0310
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_10.25-10.70m_Wet Sieve+Hydro Summary.xlsx
0.0225
0.0014
0.01630.01210.00880.00640.00460.0034
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-76
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 12.50-12.95
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 90 5319.0 --- 0.300 86 4913.2 --- 0.212 82 459.50 --- 0.150 77 416.70 --- 0.090 68 374.75 100 0.075 64 313.35 98 0.063 60 242.00 97 191.18 95 15
0.600 92 8
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with minor clay and trace of fine gravel, very weak, dark greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0223
0.0014
0.01610.01210.00890.00650.00480.0034
Equivalent Particle Diameter D (mm)
0.04190.0307
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_12.50-12.95m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-77
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 1 Sample No.: SPT Depth (m): 17.00-17.45
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 90 5419.0 --- 0.300 87 5013.2 --- 0.212 82 469.50 --- 0.150 76 426.70 --- 0.090 68 384.75 100 0.075 63 343.35 99 0.063 60 292.00 99 241.18 97 20
0.600 93 12
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with some clay and trace of fine gravel, extremely weak to very weak, dark greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0225
0.0014
0.01630.01210.00880.00640.00470.0034
Equivalent Particle Diameter D (mm)
0.04230.0307
File:T:\GeotechnicsGroup\1004230\Working Material\BH1_SPT_17.00-17.45m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-78
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 2.0-2.45
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 90 4719.0 --- 0.300 83 4313.2 --- 0.212 77 399.50 --- 0.150 70 356.70 --- 0.090 60 314.75 100 0.075 56 273.35 100 0.063 52 232.00 100 191.18 99 15
0.600 94 7
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with minor clay, extremely weak, light greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0226
0.0014
0.01640.01230.00900.00650.00470.0034
Equivalent Particle Diameter D (mm)
0.04230.0310
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_2.0-2.45m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-79
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 4.25-4.70
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 96 5119.0 --- 0.300 92 4813.2 --- 0.212 86 449.50 --- 0.150 80 406.70 --- 0.090 67 364.75 100 0.075 62 313.35 100 0.063 56 262.00 100 211.18 100 16
0.600 99 8
Sample history : As receivedSolid Density (Assumed): 2.65 t/m3
Description : sandy SILT with minor clay, extremely weak, light greenish grey.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0239
0.0015
0.01730.01290.00940.00680.00500.0036
Equivalent Particle Diameter D (mm)
0.04540.0329
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_4.25-4.70m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-80
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 5.75-6.20
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 82 4819.0 --- 0.300 78 4313.2 --- 0.212 73 409.50 --- 0.150 69 366.70 --- 0.090 60 324.75 100 0.075 56 293.35 100 0.063 53 252.00 99 211.18 94 17
0.600 86 11
Sample history : As receivedSolid Density (Assumed): 2.65 t/m3
Description : sandy SILT with some clay, very weak, dark greenish grey.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0235
0.0015
0.01710.01290.00930.00670.00490.0035
Equivalent Particle Diameter D (mm)
0.04420.0324
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_5.75-6.20m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-81
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 8.75-9.20
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 95 6119.0 --- 0.300 91 5713.2 --- 0.212 86 539.50 --- 0.150 81 496.70 --- 0.090 73 454.75 --- 0.075 68 403.35 --- 0.063 66 342.00 100 281.18 100 23
0.600 98 11
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with some clay, extremely weak, dark greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
Equivalent Particle Diameter D (mm)
0.04230.0307
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_8.75-9.20m_Wet Sieve+Hydro Summary.xlsx
0.0223
0.0014
0.01610.01210.00880.00640.00460.0034
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-82
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 10.25-10.70
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 95 6319.0 --- 0.300 90 5913.2 --- 0.212 86 549.50 --- 0.150 81 496.70 --- 0.090 74 444.75 --- 0.075 70 393.35 --- 0.063 68 332.00 100 271.18 100 22
0.600 97 10
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with some clay, extremely weak, dark greenish grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
0.0206
0.0014
0.01520.01150.00840.00620.00450.0033
Equivalent Particle Diameter D (mm)
0.03820.0279
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_10.25-10.70m_Wet Sieve+Hydro Summary.xlsx
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-83
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 12.50-12.95
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 98 6619.0 --- 0.300 96 6013.2 --- 0.212 92 549.50 --- 0.150 88 466.70 --- 0.090 78 414.75 --- 0.075 71 353.35 --- 0.063 68 292.00 100 221.18 100 18
0.600 99 8
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with minor clay, extremely weak to very weak, dark grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
Equivalent Particle Diameter D (mm)
0.04340.0318
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_12.50-12.95m_Wet Sieve+Hydro Summary.xlsx
0.0232
0.0015
0.01700.01270.00920.00670.00480.0035
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-84
Page of Your Job No.: 1002886
Site : USP Tower, Suva, Fiji Our Job No.: 1004230.0000.0.0
BH No.: 2 Sample No.: SPT Depth (m): 17.00-17.42
Test Method Used : NZS 4402:1986 Test 2.8.1 Wet Sieve Test 2.8.4 Hydrometer
Sieve Total % Sieve Total % % of Particles(mm) Passing (mm) Passing Finer than D26.5 --- 0.425 87 4719.0 --- 0.300 82 4313.2 --- 0.212 76 409.50 --- 0.150 71 356.70 --- 0.090 62 314.75 --- 0.075 56 273.35 100 0.063 52 222.00 100 181.18 99 15
0.600 92 6
Sample history : As receivedSolid Density (Assumed): 2.80 t/m3
Description : sandy SILT with minor clay, very weak, dark grey, mottled black.
Remarks : The wet sieve sample was washed over 0.063mm test sieve, until the individual particles were clean. The material retained on 0.063mm test sieve was oven dried and dry sieved. The material passing 0.063mmtest sieve was taken for hydrometer analysis. The sieve data was combined with the hydrometer analysis to give a continuous curve. Suspension pH 8.0The test results are IANZ accredited but the sample description is not IANZ accredited.
Entered by : Date : Checked by : Date :
Equivalent Particle Diameter D (mm)
0.04450.0323
File:T:\GeotechnicsGroup\1004230\Working Material\BH2_SPT_17.00-17.42m_Wet Sieve+Hydro Summary.xlsx
0.0233
0.0015
0.01700.01270.00920.00670.00480.0035
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Perc
en
tag
e F
iner
Th
an
Particle Size (mm)
PARTICLE SIZE ANALYSIS
CLAY SILT SAND GRAVELFINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE V.COARSE
GEOTECHNICS LTD
NZS 4402 Test 2.8.1 2.8.4 PSD Hydrometer
Page 1 of 1
Version 1.1: 8 October 2015
22/09/201722/09/2017
A-6-85
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
100.79 1.58
60.21 0.94
100.79 69.1
Test H/D Ratio 1.67
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.94
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and provided as indicative only.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description, UCS and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2021 0.14
Failure Value
Test Height (mm)
(MPa)
161
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Light brown, very weak, Suva Marl.
BH No
Site
Sample Details
-
2.55-2.75m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
The sample height to diameter ratio is less than the required 2. The strength may be lower, due to the height to diameter ratio.
0
200
400
600
800
1000
1200
1400
1600
1800
2000
2200
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017 22/09/201722/09/2017
A-6-86
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.70 1.62
60.71 1.01
124.70 60.3
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.76
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
The sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Light brown, very weak, Suva Marl.
BH No
Site
Sample Details
-
4.70-4.90m--BH1
Checked by
Sample History
Water Content (%)
(%)
1927 0.13
Failure Value
Test Height (mm)
(MPa)
438
0
200
400
600
800
1000
1200
1400
1600
1800
2000
2200
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-87
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
125.20 1.57
59.54 0.93
125.20 68.6
Test H/D Ratio 2.10
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.72
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2946 0.11
Failure Value
Test Height (mm)
(MPa)
1019
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Light brown, very weak, Suva Marl.
BH No
Site
Sample Details
-
6.30-6.50m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
2100
2400
2700
3000
3300
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-88
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.90 1.56
60.82 0.91
124.90 71.8
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.72
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2918 0.16
Failure Value
Test Height (mm)
(MPa)
961
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Light greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
9.95-10.15m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
2100
2400
2700
3000
3300
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-89
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.40 1.75
60.13 1.20
124.40 46.0
Test H/D Ratio 2.07
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.72
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
3616 0.15
Failure Value
Test Height (mm)
(MPa)
991
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
13.20-13.57m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
500
1000
1500
2000
2500
3000
3500
4000
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-90
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.69 1.61
60.49 0.99
123.69 61.6
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.89
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2270 0.19
Failure Value
Test Height (mm)
(MPa)
512
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
14.95-15.20m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
2100
2400
2700
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-91
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.50 1.64
60.17 0.98
123.50 66.9
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.97
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
3988 0.17
Failure Value
Test Height (mm)
(MPa)
419
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
15.95-16.17m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
500
1000
1500
2000
2500
3000
3500
4000
4500
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-92
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.30 1.68
59.95 1.08
124.30 55.2
Test H/D Ratio 2.07
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.88
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
5028 0.13
Failure Value
Test Height (mm)
(MPa)
1376
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, weak, Suva Marl.
BH No
Site
Sample Details
-
17.75-17.95m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
5500
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-93
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.51 1.59
60.75 0.96
123.51 65.2
Test H/D Ratio 2.03
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.73
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2552 0.10
Failure Value
Test Height (mm)
(MPa)
703
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
19.58-19.80m--BH1
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
500
1000
1500
2000
2500
3000
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-94
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
121.42 1.65
60.24 1.04
121.42 58.9
Test H/D Ratio 2.02
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.99
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Light brown, very weak, Suva Marl.
BH No
Site
Sample Details
-
4.05-4.25m--BH2
Checked by
Sample History
Water Content (%)
(%)
2904 0.16
Failure Value
Test Height (mm)
(MPa)
477
0
500
1000
1500
2000
2500
3000
3500
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-95
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
84.15 1.56
59.74 0.84
84.15 84.1
Test H/D Ratio 1.41
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
1.13
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and provided as indicative only.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description, UCS and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
The sample height to diameter ratio is less than the required 2. The strength may be lower, due to the height to diameter ratio.
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
6.50-6.76m--BH2
Checked by
Sample History
Water Content (%)
(%)
1676 0.12
Failure Value
Test Height (mm)
(MPa)
261
0
200
400
600
800
1000
1200
1400
1600
1800
2000
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-96
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.81 1.56
60.14 0.91
123.81 71.7
Test H/D Ratio 2.06
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.77
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
8.50-8.75m--BH2
Checked by
Sample History
Water Content (%)
(%)
1363 0.12
Failure Value
Test Height (mm)
(MPa)
76
0
200
400
600
800
1000
1200
1400
1600
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-97
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.92 1.58
60.46 0.93
123.92 69.0
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.89
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2361 0.14
Failure Value
Test Height (mm)
(MPa)
568
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
13.74-14.0m--BH2
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
2100
2400
2700
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-98
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
122.55 1.62
60.30 1.00
122.55 62.4
Test H/D Ratio 2.03
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.78
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
14.60-14.80m--BH2
Checked by
Sample History
Water Content (%)
(%)
2287 0.16
Failure Value
Test Height (mm)
(MPa)
362
0
300
600
900
1200
1500
1800
2100
2400
2700
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-99
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.62 1.62
59.48 1.00
124.62 61.8
Test H/D Ratio 2.10
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.76
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
16.20-16.50m--BH2
Checked by
Sample History
Water Content (%)
(%)
2315 0.16
Failure Value
Test Height (mm)
(MPa)
393
0
300
600
900
1200
1500
1800
2100
2400
2700
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-100
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.77 1.62
60.28 0.98
123.77 65.2
Test H/D Ratio 2.05
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.77
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
1502 0.14
Failure Value
Test Height (mm)
(MPa)
291
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
17.58-17.80m--BH2
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-101
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
123.55 1.59
60.68 0.96
123.55 66.0
Test H/D Ratio 2.04
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
1.05
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
17.95-18.25m--BH2
Checked by
Sample History
Water Content (%)
(%)
2378 0.15
Failure Value
Test Height (mm)
(MPa)
510
0
300
600
900
1200
1500
1800
2100
2400
2700
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
22/09/201722/09/2017
A-6-102
19 - 23 Morgan Street
Newmarket
Auckland 1023
New Zealand Geotechnics Project ID 1004230.0000.0.0
Customer Project ID 1002886.0000
p. +64 9 356 3510
Geotechnics Sample ID
USP Tower, Suva, Fiji
Sample ID Depth (m)
Sample Description
124.34 1.62
60.47 1.00
124.34 62.7
Test H/D Ratio 2.06
Axial Strain Unconfined Compressive Rate of Compression
Strength qu (kPa) (mm/min)
0.80
Mode of Failure Shear
Undisturbed core trimmed at natural water content.
Unconfined Compressive Strength reported to the nearest 1 kPa and the test results are IANZ accredited.
Modulus of Elasticity value reported based on the straight line portion of the curve and provided as indicative only.
Sample description and modulus of elasticity value reported are not IANZ accredited.
Entered by Date Date Checked by
Sample History
Water Content (%)
(%)
2566 0.15
Failure Value
Test Height (mm)
(MPa)
678
Determination of the unconfined compressive strength of cohesive soil - NZS 4402:1986 Test 6.3.1
Dark greenish grey, very weak, Suva Marl.
BH No
Site
Sample Details
-
19.44-19.88m--BH2
Test Result
Sample Height (mm) Bulk Density (t/m³)
Sample Parameters
Sample Diameter (mm)
Modulus of Elasticity
Dry Density (t/m³)
Test Remarks
0
300
600
900
1200
1500
1800
2100
2400
2700
3000
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9
Axi
al S
tre
ss (
kPa)
Strain (%)
Unconfined Compressive Strength TestAxial Stress vs Strain
GEOTECHNICS LTD
NZS 4402 Test 6.3.1 - Unconfined Compression - Output
Page 1 of 1
Version 1.1: 25 November 2015
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A-6-103
A-6-104
資料7- ソフトコンポーネント計画書(案)
フィジー国
南太平洋大学通信体系強化計画
協力準備調査
ソフトコンポーネント計画書(案)
平成 29 年 8 月
八千代エンジニヤリング株式会社
1. ソフトコンポーネントを計画する背景
フィジー国(以下、「フ」国と称す)の首都スバに本部を置く南太平洋大学(以下、「USP」と称す)は、
1968 年に大洋州地域の各国政府の出資により設立され、2017 年現在、①クック諸島、②フィジー、③
キリバス、④ナウル、⑤ニウエ、⑥サモア、⑦ソロモン諸島、⑧トケラウ、⑨トンガ、⑩ツバル、⑪バヌアツ、
⑫マーシャル諸島の 12 の加盟国・地域により共同で運営が行われている。 USP は、衛星通信網(以
下、「USPNet」と称す)を使用した遠隔授業を教育の柱として運営されており、遠隔授業は 12 の加盟
国・地域にあるキャンパス/センターで行われている。USPNet は、2000 年に日本、ニュージーランド
(以下、「NZ」と称す)並びにオーストラリアの 3 ヶ国の援助によって構築され、現在は情報技術サービス
部(以下、「ITS」と称す)が運用・保守を行っている。2000 年の運用開始時は、C バンド衛星通信網のみ
で USPNet が構成されていたが、現在では C バンド衛星通信網に加えて Ku バンド衛星通信網及び光
ファイバー通信網が併用され、それぞれが対象とするキャンパス/センター(以下、「リモート局」と称す)
に分けて接続されている。
C バンド系は図-1 に示すように、「フ」国の USP 本部に設置されているハブ局を含めた 15 局、Ku バ
ンド系はハブ局を含めた 10 局のリモート局と接続されている。
図-1 既設 USPNet
C バンド系は主としてキャンパスと、Ku バンド系は主としてセンターと接続されており、それぞれ、
15MHz、5MHz の通信周波数帯域幅を使用している。
本計画では、2000 年から運用され、老朽化が著しい USPNet のハブ局を更新(新設)する。その際
に、現在 C バンド系及び Ku バンド系の 2 種のバンドにより運用されている衛星通信網を Ku バンド系
に統合し、通信の安定性の向上と通信回線の効率化を図る。
具体的には、現在 C バンド系及び Ku バンド系の 2 種のバンドにより運用されている衛星通信網と
は別に、新たな通信衛星(JCSAT-2B)を用いた Ku バンド衛星通信システムのハブ局設備を USP 本部
に新設する。この Ku バンド衛星通信システムに、同時期に計画されている NZ 資金によるリモート局通
信機材の更新(改修)に合わせて、各リモート局のシステムを新ハブ局に順次接続させていく。
最終的に USPNet は図-2 に示すよう、全リモート局の通信機材の更新(改修)が実施され新
ハブ局への接続が完了した後に、現行運用のCバンド及び Ku バンドの衛星通信はその機能を停
止する。
A-7-1
図-2 新 USPNet の構成(Ku バンド)
ソフトコンポーネントは、新ハブ局への接続(移行)技術及び新ハブ局システムの日常点検、
データ収集、運用・障害分析等の日常運用技術等(移行・日常の運用技術)の習得、新たに全 23局で運用される Ku バンド衛星通信システムの利用・活用技術(衛星回線の利用・活用技術)の
習得を主目的として計画する。
移行・日常の運用技術には、現行運用の C バンド系、Ku バンド系衛星通信システムを新た
な Ku バンド衛星通信システムへ移行させる技術(移行技術)と、日常の運用で障害が発生する
兆候を察知する技術、リモート局運用スタッフ及び初心者に対する指導技術等(日常の運用技術)
がある。
移行技術とは、衛星会社からリモート局に対する正規電波の発射許可を得るためにハブ局が
保持する必要のある技術、及び正規電波の発射許可取得後にリモート局システムの新ハブ局へ
の接続のために必要な技術をいう。具体的には衛星会社の確認時におけるハブ局によるリモー
ト局への試験電波(送信電力が正規より小さい電波)の発射・電波の調整指示、リモート局シス
テムの新ハブ局への接続時におけるハブ局による現在使用しているサービス(コンテンツ)等の
確認試験、及び旧システムのサービス停止等がある。
日常の運用技術とは、新たに通信機材が現用系・予備系の二重構成(冗長構成)となった新
ハブ局システムの日常点検、データ収集、運用・障害分析により、障害が発生する兆候を察知す
る技術、リモート局運用スタッフ及び初心者に対する指導技術等が含まれている。なお、これま
で行っていたシステムの日常点検、データ収集・分析はアンテナの追尾機能が故障していたこと
もあり十分ではなく、障害の未然防止という観点では問題があった。
衛星通信回線の利用・活用技術には、C バンド、Ku バンド統合により 20MHz となる衛星回線の帯
域幅に関して、キャンパス/センターのアクセス状況に応じた最適なトラフィック制御を行う技術(インバ
ウンド回線のトラフィックに対する最適制御技術)等がある。
これらの技術を習得することにより、安定的かつ信頼性の高い運用維持管理ができる体制が構築さ
れることを期待する。
なお、本計画調達機材の操作、維持管理技術は、本計画の機材調達業者による初期操作指導及
び保守点検等の運用指導を通じて技術移転が行われる。
FijiLabasa Campus
SamoaAlafua Campus
VanuatuEmalus Campus
Cook IslandsCook Islands Campus
KiribatiKiribati Campus
Marshall IslandsMarshall Islands
Campus
NiueNiue Campus
TongaTonga Campus
Solomon IslandsSolomon Islands
Campus
TuvaluTuvalu Campus
NauruNauru Campus
TokelauTokelau Campus
Lata Centre
Ha’apai Cetre
Vava’u Centre
Santo Centre
TafeaCentre
Malampa Centre
TorbaCentre
Savai’i Centre
Interchange Cable Network1 (TCN1)
Tonga Cable
USP Laucala Campus
New Ku-band
Satellite(JCSAT-2B)154°East Ku-band
Nukunomu Centre
Fakaofo Centre
Fiber Optic. Cable
RMI Cable
Samoa Cable
A-7-2
2. ソフトコンポーネントの目標
USP において USPNet を運用・保守する Laucala Campus の ITS に配属されている職員は約 30 名
である。この職員の内、衛星通信業務担当者 6 名に対して移行・日常の運用技術及び衛星回線の利
用・活用技術を体系的に指導することで、新 USPNet における衛星通信設備の運用維持管理能力を
向上させ、整備機材が長期にわたり安定かつ信頼性高く運用されることを目標とする。
なお、リモート局に配属されている運用スタッフに移行・日常の運用技術を伝えることは、新
USPNet 全体における衛星通信設備の運用維持管理能力が高まると期待できる。また、ITS に配属
されている職員に移行・日常の運用技術を伝えることも、ITS 職員の新 USPNet に関する理解が高ま
ることが期待できる。このことより、リモート局運用スタッフ及び ITS 職員(衛星通信業務担当者以外)
への指導能力を築くことも目標の一つとする。
3. ソフトコンポーネントの成果
本ソフトコンポーネントを実施することにより、移行・日常の運用技術及び衛星回線の利用・活用技
術に関する次のような成果を達成する。
移行・日常の運用技術
USP(ITS)が座学、実機訓練を通して習得した技術を用いて、移行・日常の運用技術に関する次の手
順書・マニュアル類を整備する。
移行の運用技術に関して
ハブ局/リモート局 衛星移行マニュアルの整備
ハブ局/リモート局 衛星移行時の試験手順書の整備
日常の運用技術に関して
衛星通信システム日常点検および定期点検手順書の整備
衛星通信システム運用維持管理マニュアルの整備
現用予備システムの最適運用マニュアルの整備
*新ハブ局の構成要素である現用機器・予備機器の運用マニュアル
機器障害時の運用復旧マニュアルの整備
災害予防・運用復旧マニュアルの整備
リモート局運用スタッフ及び初心者向け指導マニュアルの整備
衛星回線の利用・活用技術
USP(ITS)が座学を通して習得した技術を用いて、衛星回線の利用・活用技術に関する次の基準書・
マニュアル類を整備する。
帯域のトラフィック制御基準書の整備
帯域のトラフィック制御マニュアルの整備
インバウンド回線帯域の最適運用マニュアルの整備
アウトバウンド回線最適運用マニュアルの整備
リモート局運用スタッフ及び初心者向け指導マニュアルの整備
A-7-3
4. 成果達成度の確認方法
分 野 成 果 成果の確認方法
移行・日常
の 運 用 技
術
ハブ局/リモート局 衛星移行マニュ
アル
マニュアルに従い作業を行い、完成度を確認すると共
に、受講者へのアンケート(5 段階評価)を実施しマニュ
アルの使い易さを確認する。受講者平均 4 以上で了と
し、改善(修正)点が認められた場合は、受講者自身に
修正させ PDCA サイクルにて改善を図る手法を体験さ
せる。
ハブ局/リモート局 衛星移行時の試
験手順書
整備した手順書に従い、設定した衛星移行シーンに
関する試験をシミュレーションし、評価シートにより正常
移行を確認する。100%無欠点で了とし、改善(修正)
点が認められた場合は、受講者自身に修正させPDCAサイクルにて改善を図る手法を体験させる。
衛星通信システム日常点検および定
期点検手順書
整備した手順書に従い、日常点検・定期点検の実地
訓練を行い手順の精度を確認する。
衛星通信システム運用維持管理マニ
ュアル
整備したマニュアルに従い、運用維持管理の実地訓
練を行い手順の精度を確認する。
現用予備システムの最適運用マニュ
アル
整備したマニュアルに従い、最適運用の実地訓練を行
い手順の精度を確認する。
機器障害時の運用復旧マニュアル 整備したマニュアルに従い、機材故障対応の実地訓
練を行い手順の精度を確認する。
災害予防・運用復旧マニュアル 整備したマニュアルに従い、災害予防・運用復旧の実
地訓練を行い手順の精度を確認する。
リモート局運用スタッフ及び初心
者向け指導マニュアル
整備したマニュアルに従い、ITS 職員(衛星通信担当
者以外)に対し指導を行い、理解度アンケート(5 段階
評価)により確認する。受講者平均 4 以上で了とし、改
善(修正)点が認められた場合は、受講者自身に修正
させ PDCA サイクルにて改善を図る手法を体験させ
る。
衛 星 回 線
の利用・活
用技術
帯域のトラフィック制御基準 設定したトラフィック制御基準に関する課題を、整備し
た制御基準に従いシミュレーションし、正常制御を評価
シートにより確認する。100%無欠点で了とし、改善(修
正)点が認められた場合は、受講者自身に修正させ
PDCA サイクルにて改善を図る手法を体験させる。 帯域のトラフィック制御マニュアル 設定した帯域のトラフィック制御に関する課題を、整備
したマニュアルに従いシミュレーションし、正常制御を
評価シートにより確認する。100%無欠点で了とし、改
善(修正)点が認められた場合は、受講者自身に修正
させ PDCA サイクルにて改善を図る手法を体験させ
る。
インバウンド回線帯域の最適運用マニ
ュアル
設定したインバウンド回線帯域制御に関する課題を、
整備したマニュアルに従いシミュレーションし、正常運
用を評価シートにより確認する。100%無欠点で了とし、
改善(修正)点が認められた場合は、受講者自身に修
正させ PDCA サイクルにて改善を図る手法を体験させ
る。
アウトバウンド回線最適運用マニュア
ル
設定したアウトバウンド回線制御に関する課題を、整
備したマニュアルに従いシミュレーションし、正常運用
を評価シートにより確認する。100%無欠点で了とし、改
善(修正)点が認められた場合は、受講者自身に修正
させ PDCA サイクルにて改善を図る手法を体験させ
る。
A-7-4
リモート局運用スタッフ及び初心
者向け指導マニュアル
整備したマニュアルに従い、ITS 職員(衛星通信担当
者以外)に対し指導を行い、理解度アンケート(5 段階
評価)により確認する。受講者平均 4 以上で了とし、改
善(修正)点が認められた場合は、受講者自身に修正
させ PDCA サイクルにて改善を図る手法を体験させ
る。
5. 研修対象者
本ソフトコンポーネントの受講予定者は ITS 在籍の衛星通信担当者 6 名であり、衛星通信業務経験
の長いグループ(中級者)として 3 名、および衛星通信業務経験の短いグループ(初級者)として 3 名を
想定している。
上記で述べている移行・日常の運用技術分野に相当する研修受講者は初級者グループであり、衛
星回線の利用・活用技術分野に相当する研修受講者については中級者グループとなる。
以下に述べるソフトコンポーネント投入計画においては、両グループに対し並列的に同時進行で研
修実施を計画している。その理由としては、中級者グループと初級者グループがこの研修の期間を通し
て一緒に討議する機会を数回準備していて、日常業務のみならず緊急時対応の時も相互連携が促進
されることを期待している。同時に、いずれは初級者人材が能力向上を経て中級者の職位を、中級者
人材は上級者層の職位を目指し自助努力していくことも期待している。
6. ソフトコンポーネントの活動(投入計画)
分野・対象者 研修内容・国内準備作業 成果品実施リソース
(人数・M/M) ステップ 1 国内準備作業(教材・アンケート作成)
移行・日常の運
用技術
ステップ 2 で使用する教材作成
(1) ハブ局/リモート局衛星移行教材
(2) ハブ局/リモート局衛星移行試験教材
(3) 衛星通信システム日常・定期点検教材
(4) 衛星通信システム運用維持管理教材
(5) 現用予備システムの最適運用教材
(6) 機器障害時運用復旧教材
(7) 災害予防・運用復旧教材
(8) 受講者へのアンケート作成
・指導教材・アンケート
■日本人講師:
0.5M/M x 1 名
(0.5M/M)
衛星 回線の利
用・活用技術
ステップ 2 で使用する教材作成
(1) 帯域のトラフィック制御基準教材
(2) 帯域のトラフィック制御教材
(3) インバウンド回線帯域の最適運用教材
(4) アウトバウンド回線最適運用教材
(5) 受講者へのアンケート作成
・指導教材・アンケート
■日本人講師:
0.5M/M x 1 名
(0.5M/M)
ステップ 2-1 第一回現地指導(オリエンテーション、ヒアリング、移行技術に関する講義)
各分野共通
【対象者】
USP ITS 初級・中級者
技術指導内容および実施スケジュール
の協議
各受講対象者とのヒアリング
教材作成のための準備作業
利用衛星の移行手順と留意点などの
指導
・研修計画書(案) ■日本人講師:
0.17M/M x2 名
(0.34M/M)
A-7-5
分野・対象者 研修内容・国内準備作業 成果品実施リソース
(人数・M/M) ステップ 2-2 第一回現地指導(講義、評価)
移行・日常の運
用技術
【対象者】
USP ITS
初級者
(1) ハブ局/リモート局衛星移行
衛星通信システム構成
通信方式・変調方式
衛星通信システム性能
回線設計とシステム評価
衛星移行手順策定
移行計画策定
ハブ局/リモート局衛
星移行マニュアル
■日本人講師:
0.77M/M 1 名
(0.77M/M)
(2) ハブ局/リモート局衛星移行試験手順
衛星アクセステスト、受検手順
サービスレベル機能試験
ネットワーク参入
ハブ局/リモート局衛
星移行試験手順書
(3) 衛星通信システム日常・定期点検手順
(ハブ局/リモート局)
点検データ収集
データ解析と障害分析
衛星通信システム日
常・定期点検手順書
(4) 衛星通信システム運用維持管理
衛星通信ネットワーク起動・停止手順
衛星通信ネットワーク運用記録
衛星通信ネットワーク運用統計
衛星通信システム運
用維持管理マニュア
ル
(5) 現用予備システムの最適運用
現用予備システムの交互運用
テストベッド系、予備系定期性能試験
試験データ評価・分析
現用予備システムの
最適運用マニュアル
(6) 機器障害時運用復旧
障害機器の予備機器交換
試験手順
復旧手順
機器障害時運用復旧
マニュアル
(7) 災害予防・運用復旧
予防モード基準
運用モード移行手順
運用モード復旧手順
災害予防・運用復旧
マニュアル
衛星 回線の利
用・活用技術
【対象者】
USP ITS
中級者
(1) 帯域のトラフィック制御基準
トラフィック負荷要因
トラフィック制御要因
トラフィック制御フィロソフィーの設定
帯域のトラフィック制
御基準
■日本人講師:
0.77M/M 1 名
(0.77M/M)
(2) 帯域のトラフィック制御
トラフィック測定
トラフィック分析
トラフィックモニタ
IP プラットフォームトラフィック測定
IP プラットフォームトラフィック分析
アウトバウンド回線コントロール
アウトバウンド回線監視
インバウンド回線コントロール
インバウンド回線監視
帯域のトラフィック制
御マニュアル
A-7-6
分野・対象者 研修内容・国内準備作業 成果品実施リソース
(人数・M/M) (3) インバウンド回線帯域の最適運用
インバウンド回線の最適割当て
インバウンド回線の降雨減衰制御
ネットワークコネクティビティ
ネットワークエフィシェンシー
VLAN とサービスの効率化
インバウンド回線帯域
の最適運用マニュア
ル
(4) アウトバウンド回線最適運用 QoS ACM 制御
アウトバウンド回線の降雨減衰
アウトバウンド回線の送信電力制御
回線稼働率
アンテナ小口径化による回線稼働率
トータルビットレート変動要因
トータルビットレート/帯域の効率化
アウトバウンド回線最
適運用マニュアル
ステップ 3 第二回現地指導(講義、実習、評価)
各分野共通
【対象者】
USP ITS
初級・中級者
(1) リモート局運用スタッフ及び初心者への
指導・育成能力向上
講習会計画(内容・講師分担・スケジュ
ール)
講習会用教材作成(衛星通信基礎、
次世代 USPNet 概論、移行・日常の運
用技術、衛星回線の利用・活用技術)
リモート局運用スタッ
フ及び初心者向けの
指導マニュアル
■日本人講師:0.77M/M x 2
名
(1.5M/M)
活動日程の詳細を以下に示す。
【ステップ 1】 国内準備作業(教材・アンケート作成)
日 曜 移行・日常の運用技術 衛星回線の利用・活用技術
1 月 ハブ局/リモート局衛星移行教材作成 帯域のトラフィック制御基準教材作成
2 火 ハブ局/リモート局衛星移行試験教材作成 同上
3 水 衛星通信システム日常・定期点検教材作成 帯域のトラフィック制御教材作成
4 木 衛星通信システム運用維持管理教材作成 同上
5 金 現用予備システムの最適運用教材作成 同上
6 月 機器障害時運用復旧教材作成 インバウンド回線帯域の最適運用教材作成
7 火 災害予防・運用復旧教材作成 同上
8 水 設問・アンケート作成 設問・アンケート作成
9 木 英文化 英文化
10 金 内容確認・修正など 内容確認・修正など
【ステップ 2-1】 第一回現地指導(オリエンテーション、ヒアリング、移行技術に関する講義) 日 曜 オリエンテーション、ヒアリング、移行技術に関する全体講義 (対象:初級・中級者)
1 土 日本発
2 日 スバ着
3 月 研修会オリエンテーション、参加者ヒアリング、技術指導内容・スケジュール・アンケートの協議など
4 火利用衛星の移行手順と留意点などの指導(初級・中級者全体講義)5 水
A-7-7
【ステップ 2-2】 第一回現地指導(講義、評価) 日 曜 移行・日常の運用技術 (対象:初級者) 衛星回線の利用・活用技術 (対象:中級者)
6 木(1) ハブ局/リモート局衛星移行技術
衛星通信システム構成、通信・変調方式
(1) 帯域のトラフィック制御基準
トラフィック負荷要因
7 金 衛星通信システム性能
回線設計とシステム評価
トラフィック制御要因
トラフィック制御フィロソフィー
8 土 資料整理
9 日 同上
10 月 衛星移行手順策定
移行計画策定
(2) 帯域のトラフィック制御
トラフィック測定・分析・モニタ
11 火(2) ハブ局/リモート局衛星移行試験手順
衛星アクセステスト、受検手順
IP プラットフォームトラフィック測定・分析
アウトバウンド回線コントロール・監視
12 水 サービスレベル機能試験
ネットワーク参入
インバウンド回線コントロール
インバウンド回線監視
13 木(3) 衛星通信システム日常・定期点検手順
点検データ収集、データ解析と障害分析
(3) インバウンド回線帯域の最適運用
インバウンド回線の最適割当て
14 金(4) 衛星通信システム運用維持管理
衛星通信ネットワーク起動・停止手順
インバウンド回線の降雨減衰制御
ネットワークコネクティビティ
15 土 資料整理
16 日 同上
17 月 衛星通信ネットワーク運用記録
衛星通信ネットワーク運用統計
ネットワークエフィシェンシー
VLAN とサービスの効率化
18 火(5) 現用予備システムの最適運用
現用予備システムの交互運用
(4) アウトバウンド回線最適運用
QoS、ACM 制御
19 水 テストベッド系、予備系定期性能試験
試験データ評価・分析
アウトバウンド回線の降雨減衰
アウトバウンド回線の送信電力制御
20 木(6) 機器障害時運用復旧
障害機器の予備機器交換、試験・復旧手順
回線稼働率
アンテナ小口径化による回線稼働率
21 金(7) 災害予防・運用復旧
予防モード基準、運用モード移行・復旧手順
トータルビットレート変動要因
トータルビットレート/帯域の効率化
22 土 資料整理
23 日 同上
24 月 各種マニュアル・手順書の評価、研修の復習及び質疑・意見交換
25 火 報告書作成
USP ITS 責任者・JICA 現地事務所への研修実施結果の報告 26 水
27 木 スバ発
28 金 日本着
【ステップ 3】 第二回現地指導(講義、実習、評価)
日 曜 移行・日常の運用技術 (対象:初級者) 衛星回線の利用・活用技術 (対象:中級者)
1 土 日本発
2 日 スバ着
3 月 講習会の内容・講師分担・日程・アンケートの検討・協議
4 火 <リモート局運用スタッフ及び初心者向け
教材作成指導>
ハブ局/リモート局衛星移行
・衛星通信技術全般
・次世代 USPNet 概論
・衛星移行技術
<リモート局運用スタッフ及び初心者向け
教材作成指導>
衛星回線の利用・活用技術
・帯域のトラフィック制御基準概論
・トラフィック制御フィロソフィー概要
・帯域のトラフィック制御概論
5 水
6 木
7 金ハブ局/リモート局衛星移行試験手順
・移行後実施試験手順・インバウンド回線コントロール概要
A-7-8
日 曜 移行・日常の運用技術 (対象:初級者) 衛星回線の利用・活用技術 (対象:中級者)
8 土 資料整理
9 日 同上
10 月ハブ局/リモート局衛星移行試験手順
・移行後実施試験手順
衛星回線の利用・活用技術
・インバウンド回線帯域の最適運用概論
11 火 ・導入機材に準じた日常・定期点検手順 ・リモート局アクセストラフィック概要
12 水 ・導入機材に準じた運用維持管理 ・インバウンド回線の降雨減衰制御概要
13 木 ・機器障害時運用復旧 ・アウトバウンド回線最適運用概論
14 金 ・災害予防・運用復旧 ・アウトバウンド回線の降雨減衰制御
15 土 資料整理
16 日 同上
17 月 *トライアル研修(ITS 職員:初心者対象)、アンケート集計・分析 18 火 研修受講者に対する研修内容の復習及び意見交換
19 水報告書作成20 木
21 金 USP ITS 責任者への研修実施結果の報告と課題整理・提言、JICA 現地事務所への報告 22 土 スバ発
23 日 日本着
注:*トライアル研修とは、ステップ 3 の講義にて作成した教材(リモート局運用スタッフ及び初心者向け教材)
を使用して、実際に受講者が初心者に対して指導(研修)を行う。
7. ソフトコンポーネントの実施リソースの調達方法
上記1.に示す通り、USPNet は現在の C バンド系及び Ku バンド系衛星通信システムを、Ku バンド
へ統合し通信の安定性向上と通信回線の効率化を図る。本計画ではハブ局を設置するだけであるが、
同時期に NZ 資金により更新されるリモート局機材の進捗に合わせて、USP(ITS)が主体となってリモー
ト局の移行(C バンドから Ku バンドへの変更)を進めていく必要がある。
整備機材を長期的に安定して使用するには、障害の未然防止(障害が発生する兆候を察知)につ
ながる、システムの日常点検、データ収集、分析方法を習得し、現用系・予備系と二重構成(冗長
構成)とされた新システムを確実に使いこなすことにより、障害時のシステム停止による授業配信等の
サービス停止が起きないようにすることが重要である。
また、C バンド、Ku バンド統合により帯域幅が 20MHz となる衛星回線の有効活用に関しても、キャ
ンパス/センターのアクセス状況に応じた最適なトラフィック制御を行う衛星通信回線の利用・活用技術
等が重要ある。
実施リソースについては、衛星通信システム、機材の使用、通信衛星に深く精通していると共に、
USPNet の運用方法及びリモート局の更新計画を理解している受注コンサルタントによる直接支援型が
適切であると判断する。
我が国は、衛星通信の利用において多くの経験を有し、大規模システムの運用、衛星通信ネットワ
ークの移行運用技術では、世界の中でも先進的立場にある。
本ソフトコンポーネントの目的である、移行・日常の運用技術の習得、衛星回線の利用・活用技術
の習得を図るためには、衛星通信システムの維持管理技術、大規模システムの運用技術、移行運用技
術等に精通、かつ USPNet の運用状況、ネットワーク構成を熟知し、さらに国内メーカー等で運用支援、
維持管理を企画した経験を有する日本人コンサルタントを講師に選任することが妥当であると考える。
選任された日本人コンサルタント(講師)が直接指導に当たり、ローカルリソースの採用は行わない。
ただし、ソフトコンポーネントの円滑な実施を進めるためには、USP(ITS)の協力が不可欠であることより、
USP(ITS)に受講者の取りまとめ責任者を選任してもらうこととする。
A-7-9
8. ソフトコンポーネントの実施工程
本計画のソフトコンポーネントの実施工程を下表に示す。準備作業(ステップ 1)を国内で行った後に、
第一回現地指導(ステップ 2)を現地機材据付工事期間中に行ない、運用に入ってから必要となるマニ
ュアル・手順書類の整備方法を指導する。また、第二回現地指導(ステップ 3)は、機材据付工事完了後
に実施する。
移行・日常の運用技術、衛星回線の利用・活用技術の受講対象者は、それぞれ、USP/ITS スタッ
フの初級者、中級者とする。中級者グループと初級者グループが研修期間中の合同討議機会を通して、
日常業務のみならず緊急時対応の時も相互連携が促進されることを期待しつつ、いずれは初級者人材
が能力向上を経て中級者層の職位を、中級者人材は上級者層の職位を目指し自助努力していくことも
期待しているため、ソフトコンポーネント投入計画においては、両グループに対し並列的に同時進行で
研修実施が可能であると共に必須となる。
ソフトコンポーネント実施工程表
年 2019 2020
月 4 5 6 7 8 9 10 11 12 1 2 3機材据付工事
(初期操作指導及び
運用指導を含む)
移行・日常の運用技
術
衛星回線の利用・活
用技術
:国内作業(ステップ 1) :第一回現地指導(ステップ 2) :第二回現地指導(ステップ 3)
9. ソフトコンポーネントの成果品
上記 3.項に示すとおり。
10. ソフトコンポーネントの概略事業費
本計画のソフトコンポーネントの概略事業費を下表に示す。(現地再委託費用は発生しない。)
費目 金額(千円)
1. 直接人件費 4,004 2. 直接経費 3,124 3. 間接費 8,328
合計: 15,456
6. 相手国側の責務
ソフトコンポーネントの実施に関して、相手国側で必要となる実施事項は下記の通りである。
(1) ソフトコンポーネント実施に関する協力
上記ソフトコンポーネントの実施に関する担当者の選任、また参加者の選定。
上記ソフトコンポーネントの実施場所及び教材の提供。
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(2) 管理体制の確立
上記ソフトコンポーネントを実施した職員を中心に、USP(ITS)としてデータ管理、解析を適切に
実施。また、習得内容については長期的に継承されていくような体制の整備。
(3) 定期点検、日常点検の実施
成果品として作成されたマニュアル、手順書等を活用し、継続して運用技術の向上を図る。
マニュアル、手順書類は適時見直しを行い、必要に応じて修正を図る。すなわち、PDCAサイクルによる運用を行うことで常に適切なマニュアル、手順書類が整備されている状
況を継続させる。
(4) 予算確保
上記に係わる経費を継続的に負担できるように、予算の確保に努める。
以上
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資料-8 フィールドレポート
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資料-9 既存Cバンド/Kuバンドアンテナシステム及び
新設 Kuバンドアンテナシステムの比較検討資料
Preparatory Survey Team for the Outline Design of the Project for the Enhancement of USPNet Communication System
* In case 1.8 m (Center) of Antenna Diameter in Remote Station
2
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1. Reduction of maintenance and operation costCurrently USP has TWO contracts with different satellite operaters. If the system will be unified into ONE contract (Ku-band), the cost will be decreased. Cost for maintenance parts and
satellite fee of HUB station are also reduction. 2. Expanded distance learning contents
Bandwidth of the C-band is 15MHz in USPNet. By expanding it to 20MHz, USPNet will be possible to increase available bandwidth.
Increment available
bandwidth
Lect
ure
1
Inte
rnet
Lect
ure
2
Lect
ure
3
Lect
ure
“n”
Lect
ure
1
Lect
ure
2
Inte
rnet
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ure
1
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ure
2
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ure
3
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ure
“n”
Inte
rnet
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rnet
3
Pacific Beam FootprintPa
JCSAT 2B @154 Eacific Beam Footpracific
New Kurin
Ku-nt
u-Bandd Coverage
Source: http://www.jsat.net/
CookIslan
ds
Marshall Islands
Hawaii
Fiji
TongaNiue
SolomonIslands
Vanuatu
Tuvalu
Samoa
Tokelau
NauruKiribatiTarawa
KiribatiKiritimati
4
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South Pacific Beam Footprint
Intelsat ISIS-South
S-18 @180 EPacific Beam FootprintPaci
Existing KuKu-u-Bandd Coverage
Source: http://www.intelsat.com/
Cook Islands
Hawaii
Marshall Islands
41.343.3
45.3
47.349.3
Source: https://satbeams.com/
KiribatiTarawaNauru
SolomonIslands
Tuvalu
Samoa
Kiribati Kiritimati
FijiVanuatu
TongaNiue
Tokelau
*IS-18 (Ku-band) is not able to cover some member countries of USP. Therefore, link availability of some Center is low.
5
Global Beam Footprint
NSSSS-Global
S-9 @177 WBea
Cama
C-m Footprintm Footprm Foot
C-Bandd Coverage
Source: https://www.ses.com/
Cook Islands
Hawaii
Marshall Islands
34
33
35
Source: https://satbeams.com/
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