Appendix BBoreholes
Appendix B1Borehole Logs
Revision 1
139 Carlton Gore RoadPO Box 9762NewmarketAuckland, New ZealandTel: +64 9 520 6019www.aurecongroup.com
HYDRO VAC EX HAND EXHQ3NQ3SPTSPTCU60U63
Hydro Vacum ExcavatorHand ExcavationHQ Triple Tube Rotary CoreNQ Triple Tube Rotary CoreStandard Penetration Test (sample)Solid Cone SPT (no sample)Thin Wall inner diameter 60mmThin Wall inner diameter 63mm
DRILLING METHOD
Very softSoftFirm
StiffVery StiffHard
< 1212 to 2525 to 50
50 to 100100 to 200200 to 500
SOLID LINEDASHED LINEDASH-DOT LINE
Abrupt boundary.Gradational boundary.Inferred boundary.
LITHOLOGY BOUNDARY TYPES
IN SITU STANDARD PENETRATION TESTS25 for 85mm //18,18,14 for 55mmN = 50+
Seating blows and seating penetration, do not contribute to test result)Blows per 75mm and the last blow increment lengthSPT 'N' value. Sum of blows per 300mm (BS EN ISO 22476-3:2005)'N' values in excess of 50 blows are shown as 50+
DISCONTINUITY TYPEBPBPJTJTJICZSZFTVEBDDIHI
Bedding plane or seamFracture along bedding plane (suspect not drilling induced)Joint / FractureIncipient joint / microfractureCrushed zone No evidence of shear.Sheared zoneFaultMineralised veinDrilling break (Undifferentiated drilling or handling induced break.)Drilling inducedHandling induced
RoSmPoSlk
RoughSmoothPolished (no evidence of shear / striations)Slickensided (evidence of shear / striations)
DISCONTINUITY COATING
CnSnVnCg
CleanStained Veneer (1mm), thickness qualified in mm
DISCONTINUITY ROUGHNESS
DISCONTINUITY PLANARITYUnStPl
Undulating SteppedPlanar
ROCK CLASSIFICATION
Soil and rock descriptions are generally as described in the "Field Description of Soil and Rock: Guideline for the fieldclassification and description of soil and rock for engineering purposes" New Zealand Geotechnical Society Inc,December 2005.
ESTIMATED ROCK STRENGTHSYMBOL TERM FIELD TEST
CONSISTENCY OF COHESIVE SOILS
Easily exudes between fingers when squeezed.Easily indented by fingers.Indented by strong finger pressure and can beindented by thumb pressure.Cannot be indented by thumb pressure.Can be indented by thumb nail.Difficult to indent by thumb nail.
FIELD ASSESSMENT Cu (kPa)
APPROXIMATE Qu (MPa
ESVSSMS
W
VWEW
Extremely StrongVery StrongStrongModerately Strong
Weak
Very WeakExtremely Weak
Can only be chipped by geological hammer.Requires many blows of geological hammer to beak it.Requires more than one blow of geological hammer to fractiure it.Cannot be scraped or peeled with a pocket knife. Can be fractured with single firm blow of geological hammer.Can be peeled by a pocket knife with difficulty. Shallow indentations made by firm blow with point of geological hammer.Crumbles under firm blows with point of geological hammer. Can be peeled by a pocket knife.Indented by thumb nail or lesser strength terms used for soils.
>250100 to 25050 to 10020 to 50
5 to 20
1 to 5 8565 - 8535 - 6515 - 35< 15
>5030 - 5010 - 304 - 10< 4
> 177 - 173 - 71 - 30 - 2
ROCK MATERIAL WEATHERINGUWSWMWHWCWRS
Unweathered Slightly Weathered Moderately WeatheredHighly WeatheredCompletely Weathered Residual Soil
TCR (%)SCR (%)RQD (%)FI (%)
Ratio of core recovered (solid and non-intact) to length of core run, measured along core axis.Ratio of solid core recovered to length of core run, measured along core axis, using Norbury, 1986.Ratio of solid core pieces longer than 100 mm to length of core run, measured along core axis.Fracture Index - a count of fractures over an arbitrary length of core of similar intensity of fracturing.
ENGINEERING LOG LEGEND
CEMENTATION CLASSESUncementedPoorly cementedModerately cementedWell cemented
(non NZGS)
BACKFILL / INSTALLATION GRAPHIC
GRAPHIC LOG LEGEND
FILL
ASPHALT
CONCRETE
TOPSOIL
CLAY
SILT
CLAYEY SANDSAND
ORGANIC CLAY
SANDY SILT
SILTY CLAY
CLAYEY SILT
BASALT
SILTY SAND ASH
SANDSTONE
SILTSTONE
INTERBEDDEDSILTSTONE &SANDSTONE
TUFF
FAULTCONGLOMERATIC SANDSTONE
Non-slotted PVC pipewith bentonite
Grout mix
Bentonite
Non-slotted PVC pipewith blinding sand
Blinding sand Inclinometerwith grout mix
Non-slotted PVC pipewith no backfill
Non-slotted PVC pipewith grout mix
General backfill
Flush cover
Vibrating Wire
Slotted PVC pipewith walton park sand
Non-slotted PVC pipewith walton park sand
Walton Park Sand
CONGLOMERATE
Revision 1
139 Carlton Gore RoadPO Box 9762NewmarketAuckland, New ZealandTel: +64 9 520 6019www.aurecongroup.com
Gra
phic
Log
VW
SW
SM
WS
CS
VC
SE
CS
HSV Serial No: DR4940 Correction Factor: 1.433
Dat
abas
e F
ile:
23
993
3 C
RL
ST
AG
E 3
V2.
GP
J
Lib
rary
fil
e: A
UR
EC
ON
_AK
L_20
130
627
V1
- A
N.G
LB T
emp
late
: A
UR
EC
ON
_AK
L_20
130
722
.GD
T
Rep
ort
Fil
e:
AU
RE
CO
N D
H L
OG
V3.
9.1
Dat
e G
ener
ated
: 1
4/04
/201
5
REMARKS:1) Ground Access Portal (GAP) service clearance to 1.84m bgl, after installation drilling commenced from 1.6m bgl.2) BH275R is a redrill of BH275 for additional vibrating wire installations, a new borehole drilled adjacent to BH275.
Inst
alla
tion
R.L
. (m
)
64
63
62
61
60
Water Level Readings:Date Time | Hole Depth | Water Level(1) 03/09/14 10:10 | 9.00m | 1.91 m bgl(2) 03/09/14 14:50 | 17.00m | 2.24 m bgl(3) 04/09/14 09:48 | 17.00m | 2.21 m bgl(4) 04/09/14 14:20 | 27.00m | 2.46 m bgl(5) 08/09/14 10:10 | 33.00m | 2.61 m bgl(6) 09/09/14 09:53 | 39.00m | 4.59 m bgl(7) 10/09/14 10:55 | 42.05m | 7.49 m bgl
Rotary Core WirelineTechdrill TD200 Truck Rig #79Drill Force
BH275RSheet 1 of 9
2/09/20149/09/201490N/A
Logged by:Input by:Checked by:Verified by:
MHMHPAKST
Client: Auckland TransportProject: City Rail Link: Stage 3B Ground InvestigationLocation: 66 Pitt Street, AucklandProject Reference: 239933
BOREHOLE INFORMATIONMethod:Equipment:Contractor:
Mt Eden Circuit 2000399545.41m802504.46m64.54m(Auckland MSL 1946 Datum)
Level 4, 139 Carlton Gore RoadPO Box 9762, NewmarketAuckland, New ZealandTel: +64 9 520 6019www.aurecongroup.com
CO-ORDINATES:Easting:Northing:Reduced level:
Date started:Date completed:Inclination:Azimuth:
Box
1
GW
CH
CH
MH
CH
ML
0m: FILL
1.6m:
Gra
phic
Log
VW
SW
SM
WS
CS
VC
SE
CS
HSV Serial No: DR4940 Correction Factor: 1.433
Dat
abas
e F
ile:
23
993
3 C
RL
ST
AG
E 3
V2.
GP
J
Lib
rary
fil
e: A
UR
EC
ON
_AK
L_20
130
627
V1
- A
N.G
LB T
emp
late
: A
UR
EC
ON
_AK
L_20
130
722
.GD
T
Rep
ort
Fil
e:
AU
RE
CO
N D
H L
OG
V3.
9.1
Dat
e G
ener
ated
: 1
4/04
/201
5
REMARKS:1) Ground Access Portal (GAP) service clearance to 1.84m bgl, after installation drilling commenced from 1.6m bgl.2) BH275R is a redrill of BH275 for additional vibrating wire installations, a new borehole drilled adjacent to BH275.
Inst
alla
tion
R.L
. (m
)
59
58
57
56
55
Water Level Readings:Date Time | Hole Depth | Water Level(1) 03/09/14 10:10 | 9.00m | 1.91 m bgl(2) 03/09/14 14:50 | 17.00m | 2.24 m bgl(3) 04/09/14 09:48 | 17.00m | 2.21 m bgl(4) 04/09/14 14:20 | 27.00m | 2.46 m bgl(5) 08/09/14 10:10 | 33.00m | 2.61 m bgl(6) 09/09/14 09:53 | 39.00m | 4.59 m bgl(7) 10/09/14 10:55 | 42.05m | 7.49 m bgl
Rotary Core WirelineTechdrill TD200 Truck Rig #79Drill Force
BH275RSheet 2 of 9
2/09/20149/09/201490N/A
Logged by:Input by:Checked by:Verified by:
MHMHPAKST
Client: Auckland TransportProject: City Rail Link: Stage 3B Ground InvestigationLocation: 66 Pitt Street, AucklandProject Reference: 239933
BOREHOLE INFORMATIONMethod:Equipment:Contractor:
Mt Eden Circuit 2000399545.41m802504.46m64.54m(Auckland MSL 1946 Datum)
Level 4, 139 Carlton Gore RoadPO Box 9762, NewmarketAuckland, New ZealandTel: +64 9 520 6019www.aurecongroup.com
CO-ORDINATES:Easting:Northing:Reduced level:
Date started:Date completed:Inclination:Azimuth:
Box
1B
ox 2
Box
3
ML
ML
6m:
Gra
phic
Log
VW
SW
SM
WS
CS
VC
SE
CS
HSV Serial No: DR4940 Correction Factor: 1.433
Dat
abas
e F
ile:
23
993
3 C
RL
ST
AG
E 3
V2.
GP
J
Lib
rary
fil
e: A
UR
EC
ON
_AK
L_20
130
627
V1
- A
N.G
LB T
emp
late
:
