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GEOTECHNICAL REPORT
RANGITANE MARITIME DEVELOPMENT
BOAT RAMP
Prepared for:
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 1
Contents 1.0 EXECUTIVE SUMMARY ................................................................................................................ 2
2.0 INTRODUCTION ........................................................................................................................... 2
3.0 SITE DESCRIPTION AND SITE HAZARDS ....................................................................................... 3
4.0 IMPORTANCE LEVELS .................................................................................................................. 3
5.0 SEISMIC CRITERIA ........................................................................................................................ 4
6.0 GEOLOGY ..................................................................................................................................... 5
7.0 SITE INVESTIGATIONS ................................................................................................................. 6
8.0 COMBINED GEOTECHNICAL RESULTS ......................................................................................... 6
9.0 PILE INSTALLATION TECHNIQUES ............................................................................................... 7
10.0 LIQUEFACTION AND SETTLEMENT RISK ...................................................................................... 7
11.0 CONCLUSIONS ............................................................................................................................. 8
APPENDIX A – PRELIMINARY SITE PLAN ....................................................................................................
APPENDIX B – SCALA PENETROMETER TEST RESULTS ..............................................................................
APPENDIX C – BOREHOLE RECORDS .........................................................................................................
APPENDIX D – SITE PHOTOS ......................................................................................................................
This report has been prepared for the sole benefit of Far North Holdings for the purposes outlined in the introduction. Reliance on this report for any other purposes than that stated shall be done at the full risk of the user. This report shall not be reproduced in part or in full for any other purposes without the express written permission of Shorewise Engineering Consultants Limited.
Document Version Prepared By Date Released Revision 0 Rob Brown 23-05-2021 Revision 1 Rob Brown 23-07-2021 Revision 2 Rob Brown 25-08-2021
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 2
GEOTECHNICAL REPORT Rangitane Boat Ramp
1.0 EXECUTIVE SUMMARY
Shorewise Engineering Consultants have been engaged by Far North Holdings Limited (FNHL) to carry out a geotechnical investigation to support the development of a new concrete boat ramp and the boat ramp pontoons as part of the FNHL consent application.
The investigation also covered the area of the existing timber jetty and the recreational pontoon (accessed from the jetty) immediately east of the proposed boat ramp, the timber jetty and pontoon accessed from the jetty are part of an existing resource consent held by others and do not form part of this application.
The site is relatively flat and sits on the edge of the Kerikeri Inlet.
A site investigation has been undertaken, consisting of dynamic probe testing at the proposed boat ramp, jetty and pontoon location to confirm the properties of the underlying soils at the site.
The existing pine jetty is supported on driven piles, these have performed reasonably well over their lifetime.
A replacement jetty founded on driven timber piles protected with polyethylene sleeves is expected to provide a similar or better level of performance as the existing jetty.
2.0 INTRODUCTION
FNHL seek to develop a reclamation to support the parking requirements for a new two lane boat ramp, recreational access to the foreshore and the parking requirements for dinghy access to the vessel moorings in the river.
The site is deemed to be low geotechnical risk as it is relatively flat and consists of reasonably consistent silty volcanic soils overlaying hard volcanic rock at relatively shallow depths. The structures are unlikely to be affected by liquefaction or settlement due to the shallow depth of basalt, the piles being driven to the basalt layer, and fines content in the surface layers.
This report has been prepared by Rob Brown (Shorewise Engineering Consultants), a Chartered Civil and Structural engineer who has extensive knowledge in geotechnical engineering and marine structures.
This report has been prepared using the standards AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, NZS 1170.5, MBIE Earthquake Geotechnical Engineering Practice Module 3 (liquefaction), and the NZGS field description of soil and rock.
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 3
3.0 SITE DESCRIPTION AND SITE HAZARDS
The site of the proposed structures is within the CMA at Rangitane Loop Road, Kerikeri.
The site is not shown as being at risk of any coastal erosion on the FNDC GIS or the NRC GIS systems.
The existing foreshore has been lined with locally supplied rip rap rock and this has performed well, there are only signs of minor erosion around the existing structures.
There are no other risks associated to the site therefore we consider the site to be low risk from a geotechnical perspective.
4.0 IMPORTANCE LEVELS
The boat ramp and boat ramp pontoons are Importance level 2 structures.
Existing Jetty
(partially demolished)
Existing Boat Ramp
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 4
5.0 SEISMIC CRITERIA
The structures are classified as an Importance Level 2, the design life is 50 Years. The design seismic acceleration is derived using Standards NZS 1170.5, MBIE/NZGS Geotechnical engineering guidelines and the NZTA Bridge Manual (2004). The hazard factor (Z) for Kerikeri is 0.1 and the subsoil class is defined as Class C (firm material up to 25m depth and stiff material up to 40m depth). There are no known active faults within 20km of the site.
Based on the above information, the design horizontal Peak Ground Acceleration (PGA) for a 1 in 1000-year return period can be derived as follow.
C(0) = C0,1000 * R/1.3 * f*g
Based on these parameters the ULS and SLS factors for the subsoils are:
Case Return Period Peak Ground Acceleration ULS 1/1000 0.13g SLS 1/25 0.025g
The superstructure ULS and SLS seismic factors to NZS1170.5 are:
C(T) = Ch(T) * Z * Ru * N(T,D) g
Case Return Period Seismic coefficient
ULS 1/500 0.19g SLS 1/25 0.04g
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 5
6.0 GEOLOGY
The Geotechnical map of the Kerikeri area by GNS Science published on the GNS website identifies the site as basalt flows of the Kerikeri volcanic group, and described as Basalt lava, volcanic plugs, and minor tuff.
The description is consistent with the underlying soils identified at the site and our visual inspections of the site and its surrounds. Boreholes carried out at the site to support the reclamation design found silty deposits intermixed with cobbles and boulders overlying hard basalt at relatively shallow depths.
Basalt flows
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 6
7.0 SITE INVESTIGATIONS
A detailed site investigation was completed in March 2021, the site investigation consisted of:
5 x Scala penetrometer tests were conducted from a boat, two at the location of the proposed boat ramp and boat ramp pontoons, three to the east of the boat ramp location. They generally encountered one metre of soft silty soils mixed with gravels and cobbles, overlaying firm to stiff silty gravels, a maximum depth of five metres embedment was achieved.
8.0 COMBINED GEOTECHNICAL RESULTS
The subsoils are made up of one geological unit that is fairly consistent across the site as below. The subsoils have discrete firmer layers and generally increase in strength with depth.
Unit 1: Silty Gravels
Unit 2: Basalt
Unit No
Soil Description Top of unit Layer Thickness range (m) Su (kPa)
1a Very Soft silty gravels 0m 0.8m 10 1b Firm to stiff silty gravels 0.8m 1.2m 50 1c Still to very stiff silty gravels 2.0m 0 to 1.5m 75 - 100 2 Basalt 2.0 to 3.5m NA NA
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 7
9.0 PILE INSTALLATION TECHNIQUES
The piles are expected to be installed by the following techniques; these are to be confirmed with the contractor chosen for the works.
Piles Pile Type Installation Technique Boat Ramp Pontoon Piles Open end steel piles Vibrating Hammer OR
Drop hammer
10.0 LIQUEFACTION AND SETTLEMENT RISK
Specific testing has not been carried out for liquefaction and settlement risk.
The site is underlain by basalt at reasonably shallow depths of 3.5 to 5 metres, therefore so long as the soft underlying soils are removed (as required) and the supporting piles are driven to depth to the firm basalt we believe the risk of settlement or liquefaction affecting the structures is very low, and that specific design to account for settlement and liquefaction is not required.
Removal of the soft soils under the boat ramp will likely be required, the soils can be replaced with a compacted gravel layer.
20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 8
11.0 CONCLUSIONS
The site is low risk from a geotechnical perspective.
Removal of the soft soils under the boat ramp will likely be required, the soils can be replaced with a compacted gravel layer.
The boar ramp pontoon piles, driven to the hard layer are highly unlikely to be affected by settlement or liquefaction, even in an ULS event
The underlying soils are likely to undergo further densification in the zones around the piles due to the installation techniques, this will provide further vertical capacity, lateral capacity and liquefaction resistance not accounted for in the calculations.
Therefore the site is suitable for the proposed structures so long as the recommendations of this report are adhered to, and the construction works are monitored by a Chartered Professional Engineer proficient in marine structures.
Prepared By: Rob Brown
Chartered Professional Engineer Civil / Structural CPEng, CMEngNZ, IntPE(NZ)
APPENDIX A – PRELIMINARY SITE PLAN
N
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
STATUSSHEET NO.PROJECT NO.
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
SHT
A3
24/0
8/20
21 4
:57:
45 p
m
00020-0072 FOR CONSENT
RANGITANE MARITIME DEVELOPMENT
1:2.5 ROCK LINED BATTERS
LEVEL +4.85m CD
1.4m CONCRETE FOOTPATH
16 No. 15x3.2m TRAILER PARKS
PLANTING
3 x PARALLEL TRAILER PARKS
1:8 RAMP
2.2 m HORIZONTAL CREST ON BATTER
RANGITANE LOOP ROAD
STEEPER BATTER TO ALLOW FOR JETTY
CONSENTED GANGWAY, PONTOON AND PILES (NOT PART OF THIS APPICATION)
22400
2000
4000
4000
40m
27400
1003
BOAT LOADING ZONES
DINGHY RACKS
EXISTING MHWS
MHWS
MLWS CD +0.4m
8 x 2.5m CAR PARKS
N
33900
1511
00
1584
00
CONSENTED TIMBER JETTY (NOT PART OF THIS APPLICATION)
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
2
24/0
8/20
21 4
:57:
47 p
m
RECLAMATION AREA
00120-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 23/04/20211 REISSUED FOR CONSENT 27/04/20212 RE-ISSUED FOR CONSENT 02/07/2021
1 : 750RECLAMATION AREA
APPROXIMATE AREAS AND VOLUMES:• TOTAL SEABED OCCUPATION AREA
INCLUDING ROCK ARMOURING: 7400 m2
• SEABED OCCUPATION AREAEXCLUDING ROCK ARMOURING: 6600 m2
• SEALED CARPARK AREA: 4400 m2
• BOAT RAMP AREA: 400 m2
• RECLAMATION FILL VOLUME: 20750m3
• ROCK ARMOURING VOLUME: 2250 m3
• TOTAL RECLAMATION VOLUME: 23000m3
22400
2000
4000
4000
40m
27400
N
33900
N 986534.037 mE 330728.913 m
N 986477.280 mE 330743.293 m
N 986380.240 mE 330677.262 m
N 986383.394 mE 330689.226 m
N 986407.939 mE 330694.293 mN 986406.472 m
E 330646.503 m
N 986401.429 mE 330664.149 m
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
0
24/0
8/20
21 4
:57:
49 p
m
RECLAMATION AREA WITHCOORDINATES
001a20-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 22/07/2021
1 : 750RECLAMATION AREA - WITH COORDINATES
COORDINATES IN Mt. EDEN 2000
1:2.5 BATTERS
LEVEL +4.85m CDCARPARK ENTRANCE, 10m WIDE
1.4m CONCRETE FOOTPATH
16 No. 15x3.2m TRAILER PARKS
PLANTING
RAMP
2.2 m HORIZONTAL CREST ON BATTER
DINGHY RACKS
RANGITANE LOOP ROAD
1003
EXISTING MHWS
NEW MHWS
3 x PARALLEL TRAILER PARKS
BOAT LOADING ZONES
MLWS CD +0.4m
8 x 2.5m CAR PARKS
N
STEEPER BATTER TO ALLOW FOR JETTY
CONSENTED TIMBER JETTY (NOT PART OF THIS APPLICATION)
CONSENTED GANGWAY, PONTOON AND PILES (NOT PART OF THIS APPICATION)
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
2
24/0
8/20
21 4
:57:
52 p
m
RECLAMATION - WITH OVERLAY
00220-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 23/04/20211 REISSUED FOR CONSENT 27/04/20212 RE-ISSUED FOR CONSENT 02/07/2021
1 : 750RECLAMATION AREA - WITH OVERLAY
EDGE OF SURVEYED AREAMHWS
PRO
PER
TY B
OU
ND
ARY
ROAD
APPROX. HOUSE No. 71 RANGITANE LOOP ROAD LOCATION
+7200 mm
+2400 mm
APPROX. HOUSE No. 71 RANGITANE LOOP ROAD LOCATION
EDGE OF SURVEYED AREA
RECLAMATION AREA
MHWS
PRO
PER
TY B
OU
ND
ARY
ROAD
+7200 mm +5200 mm
+4850 mm+5000 mm+5200 mm GRADIENT 1%2 x LAYERS 400mm ROCK
SHEAR KEY TOE5000
1000
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
1
24/0
8/20
21 4
:57:
53 p
m
RECLAMATION SECTION VIEW
00320-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 23/04/20211 REISSUED FOR CONSENT 27/04/2021
1 : 250PRE-RECLAMATION SECTION
1 : 250RECLAMATION SECTION
N
M3489M1235
M1236
PORT CHANNEL MARKER(RED RAILWAY IRON)
STARBOARD CHANNEL MARKER(GREEN POLE)
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
1
24/0
8/20
21 4
:57:
54 p
m
CHANNEL VIEW
00420-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 21/05/20211 RE-ISSUED FOR CONSENT 02/07/2021
SCALE 1:3000
N
STORMWATER SWALE
OUTLET
STORMWATER CATCHPIT
STORMWATER SWALE
PEAK+5.0m
OVERLAND FLOW PATH
OVERLAND FLOW PATH
MHWS
OUTLET
OUTLET
+4.8m
+4.8m
+4.85m
+5.2m
OUTLET
OVERLAND FLOW PATH
+4.9m
STORMW
ATER SWALE
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
1
24/0
8/20
21 4
:57:
57 p
m
STORMWATER FLOW PATHS
00520-0072
FOR CONSENTRANGITANE MARITIME DEVELOPMENT
MW RB
0 ISSUED FOR CONSENT 21/05/20211 RE-ISSUED FOR CONSENT 02/07/2021
1 : 500FLOW PATHS
+2400 mmMHWS
MLWS
+5500 mm
⌀406mm STEEL PILES WITH PE SLEEVES
6000
ABUTMENT
HARDFILL AS REQUIRED
300mm GAP 65
200mm CONCRETE RAMP
81
RAMP SLOPE
+4850 mm
+400 mm
40000
9500
900
4000 2000 4000
2.51
200mm CONCRETE RAMP 300mm GAP 65HARDFILL AS REQUIRED
This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.
PROJECT
SHEET DESCRIPTION
STATUS
SHEET NO. REVPROJECT NO.
CLIENT
www.shorewise.co.nz
Plo
t D
ate:
File
nam
e:
DRAWN BY APPROVED BY SHT
A3
REV DETAILS DATE
1
2/07
/202
1 12
:51:
27 p
m
RAMP SECTIONS
00620-0072
FOR CONSENTRANGITANE LOOP RD RECLAMATION
MW RB
0 ISSUED FOR CONSENT 21/05/20211 RE-ISSUED FOR CONSENT 02/07/2021
1 : 125RAMP LONGITUDINAL SECTION
1 : 50RAMP TRANSVERSE SECTION
APPENDIX B – SCALA PENETROMETER TEST RESULTS
‐4000
‐3500
‐3000
‐2500
‐2000
‐1500
‐1000
‐500
0
500
0 50 100 150 200 250
Depth Chart Datum (mm)
Rangitane Seabed Testing ‐ Shear Strength vs Depth
SL1
SL2
SL3
SL4
SL5
Indicative Shear strength (kPa)Indicative Shear strength (kPa)
0
500
1000
1500
2000
2500
3000
3500
4000
0 50 100 150 200 250
Seab
ed Embed
men
t (m
m)
Rangitane Seabed Testing ‐ Shear Strength vs Embedment
SL1
SL2
SL3
SL4
SL5
Indicative Shear strength (kPa)
‐4000
‐3500
‐3000
‐2500
‐2000
‐1500
‐1000
‐500
0
0 50 100 150 200 250
Dep
th Chart Datum (m
m)
Rangitane Boat Ramp Seabed Testing ‐ Shear Strength vs Depth
SL4
SL5
Indicative Shear strength (kPa)Indicative Shear strength (kPa)
0
500
1000
1500
2000
2500
3000
3500
4000
0 50 100 150 200 250
Seabed
Embedment (m
m)
Rangitane Boat Ramp Seabed Testing ‐ Shear Strength vs Embedment
SL4
SL5
Indicative Shear strength (kPa)
‐3500
‐3000
‐2500
‐2000
‐1500
‐1000
‐500
0
500
0 50 100 150 200 250
Depth Chart Datum (mm)
Rangitane Jetty Seabed Testing ‐ Shear Strength vs Depth
SL1
SL2
SL3
Indicative Shear strength (kPa)Indicative Shear strength (kPa)
0
500
1000
1500
2000
2500
3000
3500
0 50 100 150 200 250
Seab
ed Embedmen
t (m
m)
Rangitane Jetty Seabed Testing ‐ Shear Strength vs Embedment
SL1
SL2
SL3
Indicative Shear strength (kPa)
APPENDIX C – BOREHOLE RECORDS
Ver 3
.0; G
ener
ated
with
CO
RE-
GS
by G
eroc
- D
rillh
ole_
Initi
a - 2
7/04
/202
1 1:
42:5
4 pm
TCR
(%)
RQ
D(%
)
DISCONTINUITIES
SAM
PLES
DESCRIPTION
WEA
THER
ING
STR
ENG
TH
DEPT
H
25 50 75 25 50 75
MET
HO
D
WAT
ER
GR
APH
ICMATERIAL DESCRIPTION(See Classification & Symbology sheet for details)UN
IT
UW
SW
MW
HW
CW
EW
VW W MS S VS
ES
ORIENTATION (°): Vertical INCLINATION (°): 90
DRILLHOLE LOG BH01
PROJECT:Far North Holdings Limited
HOLE NO.:
CLIENT:Rangitane Loop Road Development P-001042
Project Ref.:Rangitane Boat RampSITE LOCATION:
CO-ORDINATES:
DRILLER:
START DATE:END DATE:
ELEVATION:1691283.0mE, 6104620.0mN
Damian Spratt
0m 23/02/202123/02/2021
LOGGED BY: QSRIG: Portable Drill Rig
DS GeotechnicalCo-ordinate system: Datum:NZTMLocation method:GPSH
CDLevel method: SURVEY CONTOUR
CHECKED BY: MDH
INST
ALLA
TIO
N
CO
RE
BO
XES
RL
INSITU TESTING
SPT 'N'Vane shear
strength
CONTRACTOR:
REMARKS:
Checked By: MDH Page 1 of 2
Hol
ocen
e Es
tuar
ine/
Allu
vial
Dep
osits
Kerik
eri V
olca
nic
Gro
up
1
2
3
4
5
80
HQ
TT
96DPT
100
HQ
TT
100
HQ
TT
58
HQ
TTS
PT
92
HQ
TT
70
HQ
TT
MW
SW
MS
S
23/0
2/20
21
2, 50 for 25mmN=50+
4.15m, 75° , JT , PL ,RG , N
5.00m, 2° , JT , PL ,RG , VN5.10m, 10° , JT , CRV, RG , N5.15m, 45° , JT , UN ,SM , N5.20m, 30° , JT , UN ,RG , VN5.30m, 2° , JT , ST ,RG , VN5.60m, 40° , JT , ST ,RG , N5.70m, 45° , JT , UN ,RG , T
5.9m
Surro
undi
ng g
roun
d co
llaps
e
Box
1, 0
.0-3
.1m
Box
2, 3
.1-5
.9m
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
Silty CLAY, with trace shells and sand; brown.Firm; high plasticity; wet.
1.0 m - 1.5 m: Push Tube
CLAY; light grey.Stiff; high plasticity; wet.
Clayey SILT, with trace sand; greyish brown.Stiff; high plasticity; wet.Clayey SILT, with some sand, with trace gravel; brown with grey mottles.Very stiff; low plasticity; wet.
Moderately weathered; grey; BASALT; moderately strong; (recovered as coarse gravel and cobbles).
Slightly weathered; grey; BASALT; strong; vesicularity (<5%, up to 5 mm), closely spaced joints..Slightly weathered; grey; BASALT; strong; (recovered as coarse gravel and cobbles).Slightly weathered; grey; BASALT; strong; vesicularity (<5%, up to 10 mm), closely spaced joints.
EOH: 5.90m
Gen
erat
ed w
ith C
OR
E-G
S by
Ger
oc -
Dril
lhol
e_In
itia
- 27/
04/2
021
1:42
:54
pm
Page 2 of 2
JOB NO.: P-001042CORE PHOTOS HOLE NO.: BH01
Box 1, 0.0-3.1m
Box 2, 3.1-5.9m
Ver 3
.0; G
ener
ated
with
CO
RE-
GS
by G
eroc
- D
rillh
ole_
Initi
a - 2
7/04
/202
1 1:
43:0
0 pm
TCR
(%)
RQ
D(%
)
DISCONTINUITIES
SAM
PLES
DESCRIPTION
WEA
THER
ING
STR
ENG
TH
DEPT
H
25 50 75 25 50 75
MET
HO
D
WAT
ER
GR
APH
ICMATERIAL DESCRIPTION(See Classification & Symbology sheet for details)UN
IT
UW
SW
MW
HW
CW
EW
VW W MS S VS
ES
ORIENTATION (°): Vertical INCLINATION (°): 90
DRILLHOLE LOG BH02
PROJECT:Far North Holdings Limited
HOLE NO.:
CLIENT:Rangitane Loop Road Development P-001042
Project Ref.:Rangitane Boat RampSITE LOCATION:
CO-ORDINATES:
DRILLER:
START DATE:END DATE:
ELEVATION:1691312.0mE, 6104624.0mN
Damian Spratt
0m 24/02/202124/02/2021
LOGGED BY: QSRIG: Portable Drill Rig
DS GeotechnicalCo-ordinate system: Datum:NZTMLocation method:GPSH
CDLevel method: SURVEY CONTOUR
CHECKED BY: MDH
INST
ALLA
TIO
N
CO
RE
BO
XES
RL
INSITU TESTING
SPT 'N'Vane shear
strength
CONTRACTOR:
REMARKS:
Checked By: MDH Page 1 of 2
Hol
ocen
e Es
tuar
ine/
Allu
vial
Dep
osits
Kerik
eri V
olca
nic
Gro
up
1
2
3
4
5
6
80
HQ
TT
100
DPT
100
HQ
TT
100
HQ
TT
100
HQ
TT11
SPT
100
HQ
TT
100
SPT
92
HQ
TT
5.55m: grades to closely spaced joints
SW S
24/0
2/20
21
2, 4 / 3, 3, 2, 2N=10
2, 3 / 50 for 55mmN=50+ for 55mm 5.50m, , CZ , ST , RG
, VN
5.80m, 40° , JT , UN ,RG , VN
6.10m, 30° , JT , UN ,RG , N6.20m, 25° , JT , UN ,RG , N6.30m, 45° , JT , UN ,RG , VN6.35m, 0° , JT , UN ,RG , N6.50m, 30° , JT , PL ,RG , N
6.6m
Surro
undi
ng g
roun
d co
llaps
e
Box
1, 0
.0-3
.4m
Box
2, 3
.4-6
.6m
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
Clayey SILT, with some shells, with trace sand; dark grey.Firm; high plasticity; wet.
Push Tube: 1.00 m - 1.50 m
Clayey SILT, with trace sand; brown with grey mottles.Stiff; high plasticity; wet.
Clayey SILT, with some sand, with trace gravel; orange brown with grey mottles.Very stiff; high plasticity; wet; gravel, basalt.
3.60 m - 4.00 m: No Recovery
Clayey SILT, with some sand, with trace gravel; orange brown with grey mottles.Very stiff; high plasticity; wet; gravel, basalt.
Slightly weathered; grey; BASALT; strong; vesicularity (<5%, upto 20 mm), very closely spaced joints.
EOH: 6.60m
Gen
erat
ed w
ith C
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S by
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oc -
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:00
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Page 2 of 2
JOB NO.: P-001042CORE PHOTOS HOLE NO.: BH02
Box 1, 0.0-3.4m
Box 2, 3.4-6.6m
Ver 3
.0; G
ener
ated
with
CO
RE-
GS
by G
eroc
- D
rillh
ole_
Initi
a - 2
7/04
/202
1 1:
43:0
6 pm
TCR
(%)
RQ
D(%
)
DISCONTINUITIES
SAM
PLES
DESCRIPTION
WEA
THER
ING
STR
ENG
TH
DEPT
H
25 50 75 25 50 75
MET
HO
D
WAT
ER
GR
APH
ICMATERIAL DESCRIPTION(See Classification & Symbology sheet for details)UN
IT
UW
SW
MW
HW
CW
EW
VW W MS S VS
ES
ORIENTATION (°): Vertical INCLINATION (°): 90
DRILLHOLE LOG BH03
PROJECT:Far North Holdings Limited
HOLE NO.:
CLIENT:Rangitane Loop Road Development P-001042
Project Ref.:Rangitane Boat RampSITE LOCATION:
CO-ORDINATES:
DRILLER:
START DATE:END DATE:
ELEVATION:1691369.0mE, 6104688.0mN
Damian Spratt
0.25m 24/02/202124/02/2021
LOGGED BY: QSRIG: Portable Drill Rig
DS GeotechnicalCo-ordinate system: Datum:NZTMLocation method:GPSH
CDLevel method: SURVEY CONTOUR
CHECKED BY: MDH
INST
ALLA
TIO
N
CO
RE
BO
XES
RL
INSITU TESTING
SPT 'N'Vane shear
strength
CONTRACTOR:
REMARKS:
Checked By: MDH Page 1 of 2
Hol
ocen
e Es
tuar
ine/
Allu
vial
Dep
osits
Kerik
eri V
olca
nic
Gro
up
1
2
3
4
5
6
90
HQ
TT
100
DPT
100
HQ
TT
100
HQ
TT
100
SPT
85
HQ
TT
90
HQ
TTMW MS
24/0
2/20
21
2, 4 / 3, 3, 4, 6N=16
5.75m, 5° , JT , ST ,RG , N5.80m, 5° , JT , UN ,RG , N5.85m, 5° , JT , PL ,RG , N5.90m, 10° , JT , UN ,RG , VN6.05m, 5° , FZ , UN ,RG , VN6.25m, 5° , JT , UN ,RG , N6.50m, 0° , JT , PL ,RG , N
6.6m
Surro
undi
ng g
roun
d co
llaps
e
Box
1, 0
.0-3
.5m
Box
2, 3
.5-6
.6m
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
Clayey SILT, with some shells, with trace sand; grey.Firm; high plasticity; wet.
Clayey SILT, with trace sand and gravel; orange brown.Very stiff; wet.
Push Tube: 1.00 m - 1.50 m
Clayey SILT; grey.Hard; high plasticity; wet.Sandy SILT; yellowish brown.Very stiff; low plasticity; wet; sand, fine to coarse.Clayey SILT, with trace sand and gravel; brown.Stiff to very stiff; high plasticity; wet.
Moderately weathered; grey; BASALT; moderately strong; vesicularity (<5%, up to 10 mm), very closely to closely spaced joints.
EOH: 6.60m
Gen
erat
ed w
ith C
OR
E-G
S by
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oc -
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1:43
:06
pm
Page 2 of 2
JOB NO.: P-001042CORE PHOTOS HOLE NO.: BH03
Box 1, 0.0-3.5m
Box 2, 3.5-6.6m
APPENDIX D – SITE PHOTOS