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Transcript of AUCKLAND RE: 1158 GREAT NORTH ROAD AND 8 … · The geotechnical design parameters given in Table 2...
Attention: Garry Ji
1.0 INTRODUCTION
Further to our Geotechnical Report reference 7927, dated 18 September 2015 for 1158 Great
North Road and 8 Parr Road, Pt Chevalier we have been requested by NewDev Ltd to carry
out geotechnical analyses to assess the potential effects on the neighbouring properties due
to the proposed excavation and development works. Engineering Geology has previously
submitted a Basement excavation report dated 4 March 2016. The client has changed and
the development revised, hence the design and effects needs to be re-assessed. Further to our
previous report the client has further revised the basement excavation. The revised design
deletes the excavation between 6 and 10 Parr Road. This report supersedes the latest
submitted dated 8 December 2016.
`
The potential groundwater drawdown effects due to the development have been analysed
using the SEEP/W computer program. Furthermore, the retaining wall deformation has have
been assessed using the WALLAP computer program. The locations of the two
representative sections analysed through the site and neighbouring properties are shown on
Figure 1.
2.0 GROUND CONDITIONS
The geotechnical investigation for the proposed development is included in our report
reference 7927, dated 18 September 2015. The general ground conditions encountered on
site are summarised in Table 1.
Table 1 Subsurface Profile
Material Typical Depth
(m)
Fill – hardfill 0 to 1.0m
Alluvium - stiff to very stiff plastic
clay and silts 1.0 to 6.5m
Residual Soil and Transitional
Material - very stiff to hard silty and
clay
6.5 - 12.0m
Weakly Cemented Sandstone and
Mudstone - Waitemata Group 12.0m
24 May 2017
8284
NewDev Ltd
29 Edgewater Drive C/- Garry Ji
Pakuranga
AUCKLAND
RE: 1158 GREAT NORTH ROAD AND 8 PARR ROAD, POINT CHEVALIER
PROPOSED NEW MULTI-STOREY BUILDING
BASEMENT EXCAVATION DESIGN AND EFFECTS
Ref: 8284 24 May 2017 Page 2
8242 - Great North Rd, Excavation Report May 20177
The most recent ground water level measured in the piezometers of the machine boreholes
on 5th December 2016 varied between 1.2 and 1.4m. This is considered close to seasonal low
groundwater level.
3.0 WALLAP RETAINING WALL ANALYSES
The stability and deflection of the retaining walls have been analysed using the computer
program WALLAP. The geotechnical design parameters given in Table 2 have been adopted
for the analyses.
Table 2 Design Geotechnical Properties
Material Design Depth
(m)
Unit
Weight
(kN/m3)
Undrained
Shear
Strength
(kPa)
Effective Shear
Strength Parameters E'
(Mpa) c' (kPa) ∅' (deg)
Alluvium 0.0-6.5 18 80 5 30 20
Residual Soil 6.5-8.0 18 125 7 32 30
Transition Material 8.0 -12.0 18 200 10 34 40
Weakly Cemented
Rock >12.0 20 - 30 34 100
Analyses have been undertaken for two design cases:
1. Wall 1 (Propped Concrete Pile Wall, 600mm Piles @ 1.8m c/c, props @ 3.60m c/c)
2. Wall 2 (Propped Concrete Pile Wall, 750mm Piles @ 1.8m c/c, props @ 3.60m c/c)
Wall 1 is representative of the maximum proposed excavation (5.0m). Wall 2 is representative
of the excavation proposed adjacent to the RSA building on 1136 Great North Road where the
working load is at its greatest. The location of the Walls are shown on Figure 1.
The foundation levels of the neighbouring building were also provided by Sullivan Hall Ltd,
based on the interpretation of the original structural drawings from Auckland City Council
property files. All these assumptions will need to be verified and confirmed during the detailed
design stage.
The wall specifications and limit equilibrium Factor of Safety (FoS) are presented in Table 3.
The analyses indicate that both walls have an adequate limit equilibrium FOS (i.e. FoS>1.5 for
the permanent case and FoS>1.2 for the temporary case).
It has been assumed that the basement is drained and that conservatively a groundwater level
1/3 the wall height has been assumed to apply a load to the back of wall.
Ref: 8284 24 May 2017 Page 3
8242 - Great North Rd, Excavation Report May 20177
TABLE 3 Wall Specifications and Limit Equilibrium FoS
Wall
Effective Depth
of Excavation
(m)
Pile Dia.
(mm)
Pile Spacing
(m)
Prop
Spacing
Design Pile
Length
(m)
FoS with
Prop
Wall 1 5.0 600 1.8 ~3.6m 8.0 1.6
Wall 2 3.8 750 1.8 ~3.6m 8.0 2.0
The surcharge effect from the RSA building (1136 Great North Road) of total 71kN/m
(including dead and live loads of 50 and 21kN/m respectively) was provided by Sullivan
Hall Ltd. This is based on the worst boundary loading occurring on South Eastern boundary
corresponding to the location of Wall 2. The surcharge loading for the block wall on 1160
Great North Road was advised to be 11kN/m by Sullivan Hall Ltd.
The analyses assume that the basement wall will have a temporary berm to 1.5m below
ground level with a 1V:1.5H batter. A boundary surcharge of 5kPa have been adopted. We
have assumed a cracked pile stiffness equivalent to 50% of the gross pile stiffness. The
temporary brace was assumed to be a 310 UC 158 with a max free length of 8.7m. The pile
details and structural design inputs should be confirmed by a Structural Engineer during
detail design.
It should be noted that our analysis assumes that the wailer (capping) beam is infinitely
stiff, deflection between anchor locations should be controlled by a structurally designed
wailer to reduce deflections between anchor location.
The results of the WALLAP analyses are shown in Appendix A. The consequent estimated
settlements due to lateral deformation of the walls are based on the model test observations
by Milligan (1983) where the maximum settlement on the wall is equivalent to a percentage
of the maximum deflection of the wall. The settlement profile is based on case histories
(Peck, 1969b) comparing settlement distance behind a retaining wall. For soft to hard clay,
such as that on site, the settlement typically occurs over approximately twice the retained
height and this has been adopted for settlement projection. The settlement has been taken
as 65% of the lateral deformation of the wall with a settlement profile mirroring the lateral
deformation of the wall.
4.0 SEEPAGE ANALYSES
To assess the potential groundwater drawdown due to excavation we have carried out
seepage analysis using the computer program SEEP/W. Steady state seepage analysis have
been undertaken for 2 representative sections with a maximum excavation depth of 5m. The
coefficients of permeability (k) shown in Table 4 have been adopted based on experience of
the materials on site. The basements are assumed to be fully drained with no reduction in
seepage due to the basement walls.
Ref: 8284 24 May 2017 Page 4
8242 - Great North Rd, Excavation Report May 20177
Table 4 Coefficient of Permeability
Material Permeability, k (m/s)
Horizontal Vertical
Fill 2x10-7 2x10-8
Alluvium 2x10-7 2x10-8
Residual Soil 2x10-7 2x10-8
Weak Rock 5x10-7 5x10-8
The analyse have been undertaken for a ground water table at 1.5-2.0m below ground surface
which was taken as seasonal low in relation to the measured of 1.4m below ground surface
on 5th December 2016. Hydrostatic groundwater conditions have been conservatively
applied at vertical boundaries.
The results of the seepage analyses are included in Appendix B. The seepage analysis is
computed as two-dimensional and the effect of excavation will therefore decrease at distance
for three-dimensional scheme. Two-dimensional results have been conservatively adopted
for settlement calculations.
5.0 ESTIMATED TOTAL AND DIFFERENTIAL SETTLEMENT
The individual and combined estimated settlements due to the ground water drawdown and
retaining wall deflections are presented in Figures 2, 3, 4 and 5. The volume of
compressibility coefficient (Mv) of 0.1m2/mN and 0.04m2/mN for alluvium and residual
soils/transitional material respectively were adopted to calculate settlement with respect to
the change in effective stress inducted by groundwater drawdown.
Both maximum and differential settlements should be reviewed to confirm whether they are
within acceptable limits for adjacent structures, services and facilities. We understand that
the consequences of maximum settlements, differential settlements and excavations on the
adjacent existing buildings and facilities are to be assessed by the Structural Engineer.
6.0 EXISTING UNDERGROUND SERVICES
Auckland Council GIS plans indicate a wastewater retail manhole and a 150mm pipe is
present within the site. Water retail pipes run parallel to Great North road and Parr Road
located within 1.0m from the proposed cut. A comprehensive services survey should be
conducted prior to excavation to confirm their location on site in relation to the proposed
excavation. For buried utilities buried within the site actions such as re-laying, diversion etc
should be taken. Moreover, protection measure should be implemented to the utilities
adjacent to the site sensitive to movement.
Ref: 8284 24 May 2017 Page 5
8242 - Great North Rd, Excavation Report May 20177
7.0 LIMITATIONS
Should variations in the subsoil conditions described in our geotechnical report (Ref.7927,
dated 18 September 2015) be found to exist, or if the construction proposal is altered
significantly from that shown on the drawings provided, then it is essential that Engineering
Geology Ltd be contacted to review the analyses and results included in this report.
The foundation levels of the neighbouring building and the ground profile beyond the site
boundaries were assumed based on the best interpretation of the limited information
available from Auckland City Council property files. All these assumptions will need to be
verified and confirmed during the detailed design stage.
This report has been prepared solely for the benefit of NewDev Ltd as our Client with respect
to the proposed development and Engineering Geology Ltd accepts no liability to any other
party in relation to this report. The reliance of other parties on the information and opinions
contained in this report shall, without our prior review and agreement in writing, be at such
parties’ sole risk.
Yours faithfully
ENGINEERING GEOLOGY LTD
Prepared by Reviewed by
Joseph Wu (Geotechnical Engineer) Rambod Amigh (CPEng)
Encl: Figures 1, 2, 3, 4 and 5
Appendix A - WALLAP Analyses
Appendix B - Seepage Analyses
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
0.0 10.0 20.0 30.0 40.0 50.0
Se
ttle
me
nt
(mm
)
Distance from the Wall (m)
Settlement due to GWL Drawdown
Settlement due to Wall Deflection
Total Settlement
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, AlbanyPh (09) 4862546 Fax (09) 4862556
1158 Great North Road and 8 Parr Road PT CHEVALIERWall 1 - Section 1 Great North Road
Estimated Settlement due to Groundwater Drawdown and Wall DeflectionMax. Depth of Excavation=5.0m
Ref. No: 8284Date: May 2017Drawn: JW
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, Albany, Auckland
Figure 2
Great North Road
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
0.0 10.0 20.0 30.0 40.0 50.0
Se
ttle
me
nt
(mm
)
Distance from the Wall (m)
Settlement due to GWL Drawdown
Settlement due to Wall Deflection
Total Settlement
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, AlbanyPh (09) 4862546 Fax (09) 4862556
1158 Great North Road and 8 Parr Road PT CHEVALIERWall 2 - Section 2 RSA Building
Estimated Settlement due to Groundwater DrawdownMax. Depth of Excavation=4.7m
Ref. No: 8284Date: May 2017Drawn: JW
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, Albany, Auckland
Figure 3
RSA Building
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
0.0 10.0 20.0 30.0 40.0 50.0
Se
ttle
me
nt
(mm
)
Distance from the Wall (m)
Settlement due to GWL Drawdown
Settlement due to Wall Deflection
Total Settlement
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, AlbanyPh (09) 4862546 Fax (09) 4862556
1158 Great North Road and 8 Parr Road PT CHEVALIERWall 1 - Section 1 10 Parr Road
Estimated Settlement due to Groundwater DrawdownMax. Depth of Excavation=4.7m
Ref. No: 8284Date: May 2017Drawn: JW
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, Albany, Auckland
Figure 4
10 Parr Road
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
0.0 10.0 20.0 30.0 40.0 50.0
Se
ttle
me
nt
(mm
)
Distance from the Wall (m)
Settlement due to GWL Drawdown
Settlement due to Wall Deflection
Total Settlement
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, AlbanyPh (09) 4862546 Fax (09) 4862556
1158 Great North Road and 8 Parr Road PT CHEVALIERWall 1 - Section 1 1160 Great North Road
Estimated Settlement due to Groundwater DrawdownMax. Depth of Excavation=4.7m
Ref. No: 8284Date: May 2017Drawn: JW
Engineering Geology LtdUnit 7C, 331 Rosedale Rd, PO Box 301054, Albany, Auckland
Figure 5
1160 GNR
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
INPUT DATA
SOIL PROFILE
Stratum Elevation of ------------------ Soil types -------------------
no. top of stratum Active side Passive side
1 0.00 1 Alluvium 1 Alluvium
2 -6.00 2 Residual Soil 2 Residual Soil
3 -8.00 5 Transitional Soil 5 Transitional Soil
4 -12.00 3 Weak Rock 3 Weak Rock
SOIL PROPERTIES
Bulk Young's At rest Consol Active Passive
-- Soil type -- density Modulus coeff. state. limit limit Cohesion
No. Description kN/m3 Eh,kN/m2 Ko NC/OC Ka Kp kN/m2
(Datum elev.) (dEh/dy ) (dKo/dy) ( Nu ) ( Kac ) ( Kpc ) ( dc/dy )
1 Alluvium 18.00 20000 0.500 NC 0.285 4.288 5.000d
(0.250) (1.238) ( 5.694)
2 Residual 18.00 30000 0.470 NC 0.262 4.845 7.000d
Soil (0.250) (1.182) ( 6.154)
3 Weak Rock 20.00 100000 0.440 NC 0.240 5.504 30.00d
(0.250) (1.127) ( 6.677)
4 Fill 18.00 20000 0.500 NC 0.285 4.288 5.000d
(0.250) (1.238) ( 5.694)
5 Transition- 18.00 40000 0.440 NC 0.240 5.504 0.0d
al Soil (0.250) (1.127) ( 6.677)
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp ---
Soil Wall Back- Soil Wall Back-
------- Soil type ------- friction adhesion fill friction adhesion fill
No. Description angle coeff. angle angle coeff. angle
1 Alluvium 30.00 0.630 0.00 30.00 0.464 0.00
2 Residual Soil 32.00 0.625 0.00 32.00 0.459 0.00
3 Weak Rock 34.00 0.619 0.00 34.00 0.453 0.00
4 Fill 30.00 0.630 0.00 30.00 0.464 0.00
5 Transitional Soil 34.00 0.619 0.00 34.00 0.453 0.00
GROUND WATER CONDITIONS
Density of water = 9.810 kN/m3
Active side Passive side
Initial water table elevation -1.00 -1.00
Automatic water pressure balancing at toe of wall : Yes
Water Active side Passive side
press. ------------------------------- -------------------------------
profile Point Elev. Piezo Water Point Elev. Piezo Water
no. no. elev. press. no. elev. press.
m m kN/m2 m m kN/m2
1 1 -3.33 -3.33 0.0 1 -5.00 -5.00 0.0
2 1 -1.33 -1.33 0.0 1 -3.50 -3.50 0.0
WALL PROPERTIES
Type of structure = Soldier Pile Wall
Soldier Pile width = 0.60 m
Soldier Pile spacing = 1.80 m
Passive mobilisation factor = 3.00 m
Elevation of toe of wall = -8.00
Maximum finite element length = 0.40 m
Youngs modulus of wall E = 2.7900E+07 kN/m2
Moment of inertia of wall I = 1.7670E-03 m4/m run
E.I = 49299 kN.m2/m run
Yield Moment of wall = Not defined
STRUTS and ANCHORS
Strut/ X-section Inclin Pre-
anchor Strut area Youngs Free -ation stress Tension
no. Elev. spacing of strut modulus length (degs) /strut allowed
m sq.m kN/m2 m kN
1 -0.25 3.60 0.020100 2.000E+08 8.70 33.00 0 No
SURCHARGE LOADS
Surch Distance Length Width Surcharge Equiv. Partial
-arge from parallel perpend. ----- kN/m2 ----- soil factor/
no. Elev. wall to wall to wall Near edge Far edge type Category
1 0.00 0.00(A) 50.00 20.00 5.00 = N/A N/A
Note: A = Active side, P = Passive side
CONSTRUCTION STAGES
Construction Stage description
stage no. --------------------------------------------------------
1 Apply surcharge no.1 at elevation 0.00
2 Apply water pressure profile no.2
3 Excavate to elevation -2.00 on PASSIVE side
Toe of berm at elevation -5.00
Width of top of berm = 1.00
Width of toe of berm = 5.00
4 Install strut or anchor no.1 at elevation -0.25
5 Apply water pressure profile no.1
6 Excavate to elevation -5.00 on PASSIVE side
7 Fill to elevation -4.70 on PASSIVE side with soil type 4
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.00
Parameters for undrained strata:
Minimum equivalent fluid density = 5.00 kN/m3
Maximum depth of water filled tension crack = 0.00 m
Bending moment and displacement calculation:
Method - 2-D finite element model
Open Tension Crack analysis? - No
Soil arching modelled? - No
Non-linear Modulus Parameter (L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall = 20.00 m
Width of excavation on passive side of wall = 20.00 m
Distance to rigid boundary on active side = 50.00 m
Distance to rigid boundary on passive side = 50.00 m
Elevation of rigid lower boundary = -30.00
Lower rigid boundary at elevation -30.00 - Rough
Rigid boundary on active side - Rough
Rigid boundary on passive side - Smooth
Wall / soil interface - Rough
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options -------
no. Displacement Active, Graph.
Bending mom. Passive output
Shear force pressures
1 Apply surcharge no.1 at elev. 0.00 No No No
2 Apply water pressure profile no.2 No No No
3 Excav. to elev. -2.00 on PASSIVE side No No No
4 Install strut no.1 at elev. -0.25 No No No
5 Apply water pressure profile no.1 No No No
6 Excav. to elev. -5.00 on PASSIVE side No No No
7 Fill to elev. -4.70 on PASSIVE side No No No
* Summary output Yes - Yes
Program WALLAP - Copyright (C) 2013 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Stage No. 7 Fill to elevation -4.70 on PASSIVE side with soil type 4
STABILITY ANALYSIS of Soldier Pile Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe Toe elev. for
elev. = -8.00 FoS = 1.000
--------------- -------------
Stage --- G.L. --- Strut Factor Moment Toe Wall
No. Act. Pass. Elev. of equilib. elev. Penetr
Safety at elev. -ation
7 0.00 -4.70 -0.25 1.608 n/a -5.73 1.03
BENDING MOMENT and DISPLACEMENT ANALYSIS of Soldier Pile Wall
Analysis options
Soldier Pile width = 0.60m; spacing = 1.80m
Passive mobilisation factor = 3.000
Length of wall perpendicular to section = 1000.00m
2-D finite element model. Soil arching not modelled.
Soil deformations are elastic until the active or passive limit is reached
Rigid boundaries: Active side 50.00 from wall Rough boundary
Passive side 50.00 from wall Smooth boundary
Lower rigid boundary at elevation -30.00 Rough boundary
Node Y Nett Wall Wall Shear Bending Strut
no. coord pressure disp. rotation force moment forces
kN/m2 m rad. kN/m kN.m/m kN/m
1 0.00 47.87 0.012 -2.45E-03 0.0 0.0
2 -0.25 40.27 0.012 -2.46E-03 11.0 1.5 52.9
40.27 0.012 -2.46E-03 -41.9 1.5
3 -0.63 24.07 0.013 -2.42E-03 -29.8 -11.3
4 -1.00 12.91 0.014 -2.30E-03 -22.9 -20.7
5 -1.33 5.99 0.015 -2.14E-03 -19.7 -27.5
6 -1.67 3.79 0.016 -1.93E-03 -18.1 -33.7
7 -2.00 5.50 0.016 -1.68E-03 -16.6 -39.4
8 -2.40 7.56 0.017 -1.34E-03 -14.0 -45.1
9 -2.80 9.67 0.017 -9.58E-04 -10.5 -49.7
10 -3.07 11.11 0.018 -6.82E-04 -7.7 -52.1
11 -3.33 12.53 0.018 -3.96E-04 -4.6 -53.7
12 -3.50 14.35 0.018 -2.13E-04 -2.3 -54.3
13 -3.75 17.06 0.018 6.16E-05 1.6 -54.4
14 -4.00 19.78 0.018 3.35E-04 6.2 -53.4
15 -4.35 23.56 0.017 7.01E-04 13.8 -49.9
16 -4.70 27.35 0.017 1.03E-03 22.7 -43.6
27.24 0.017 1.03E-03 22.7 -43.6
17 -5.00 28.91 0.017 1.27E-03 31.1 -35.5
0.44 0.017 1.27E-03 31.1 -35.5
18 -5.30 -5.46 0.016 1.46E-03 30.3 -26.2
19 -5.60 -11.55 0.016 1.59E-03 27.8 -17.3
20 -6.00 -13.81 0.015 1.69E-03 22.7 -7.2
-36.25 0.015 1.69E-03 22.7 -7.2
21 -6.40 -23.79 0.015 1.72E-03 10.7 -1.0
22 -6.80 -12.92 0.014 1.72E-03 3.4 1.3
23 -7.20 -6.35 0.013 1.71E-03 -0.5 1.6
24 -7.60 -0.22 0.013 1.70E-03 -1.8 0.8
25 -8.00 8.99 0.012 1.70E-03 -0.0 -0.0
0.43 0.012 1.70E-03 -0.0 0.0
26 -8.10 0.05 0.012 0 -0.0 0.0
Run ID. GNR Wall 1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.7 Fill to elevation -4.70 on PASSIVE side with soil type 4
Node Y Nett Wall Wall Shear Bending Strut
no. coord pressure disp. rotation force moment forces
kN/m2 m rad. kN/m kN.m/m kN/m
27 -9.08 0.01 0.011 0 0.0 0.0
28 -10.05 0.03 0.010 0 0.0 0.0
29 -11.03 0.65 0.009 0 0.4 0.0
30 -12.00 14.28 0.008 0 7.6 0.0
-11.56 0.008 0 7.6 0.0
31 -13.20 -0.50 0.007 0 0.4 0.0
32 -14.40 0.06 0.007 0 0.1 0.0
33 -16.00 0.02 0.006 0 0.2 0.0
34 -17.60 0.01 0.005 0 0.2 0.0
35 -19.20 0.01 0.005 0 0.3 0.0
36 -20.80 0.01 0.004 0 0.3 0.0
37 -22.40 0.00 0.004 0 0.3 0.0
38 -24.00 0.00 0.003 0 0.3 0.0
39 -25.60 -0.00 0.002 0 0.3 0.0
40 -27.20 -0.04 0.002 0 0.2 0.0
41 -28.60 -0.02 0.001 0 0.2 0.0
42 -30.00 -0.26 0.000 0 0.0 0.0
At elev. -0.25 Strut force = 190.5 kN/strut = 52.9 kN/m run (horiz.)
= 63.1 kN/m run (inclined)
Node Y ------------------------ ACTIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
1 0.00 0.00 5.00 0.00 49.91 47.87 47.87 19996
2 -0.25 0.00 9.50 0.00 69.20 40.27 40.27 19996
3 -0.63 0.00 16.25 0.00 98.14 24.07 24.07 19996
4 -1.00 0.00 23.00 0.37 127.08 12.91 12.91 19996
5 -1.33 0.00 28.99 2.08 152.78 5.99 5.99 19996
6 -1.67 0.00 35.00 3.79 178.52 3.79 3.79a 19996
7 -2.00 0.00 41.00 5.50 204.25 5.50 5.50a 19996
8 -2.40 0.00 48.20 7.56 235.11 7.56 7.56a 19996
9 -2.80 0.00 55.39 9.61 265.97 9.67 9.67 19996
10 -3.07 0.00 60.19 10.98 286.53 11.11 11.11 19996
11 -3.33 0.00 64.98 12.34 307.08 12.53 12.53 19996
12 -3.50 1.28 66.70 12.83 314.47 13.07 14.35 19996
13 -3.75 3.20 69.28 13.57 325.52 13.86 17.06 19996
14 -4.00 5.12 71.86 14.30 336.57 14.65 19.78 19996
15 -4.35 7.81 75.46 15.33 352.03 15.75 23.56 19996
16 -4.70 10.49 79.07 16.36 367.49 16.85 27.35 19996
17 -5.00 12.80 82.16 17.24 380.74 17.79 30.59 19996
18 -5.30 15.10 85.25 18.12 393.99 20.81 35.91 19996
19 -5.60 17.40 88.34 19.01 407.23 23.68 41.09 19996
20 -6.00 20.47 92.46 20.18 424.88 25.98 46.45 19996
20.47 92.46 15.91 491.03 16.87 37.34 29994
21 -6.40 23.55 96.57 16.98 510.97 21.46 45.00 29994
22 -6.80 26.62 100.68 18.06 530.90 28.98 55.60 29994
23 -7.20 29.69 104.80 19.14 550.83 33.87 63.56 29994
24 -7.60 32.76 108.91 20.21 570.75 38.50 71.26 29994
25 -8.00 35.83 113.02 21.28 590.65 43.86 79.69 29994
35.83 113.02 27.07 622.03 37.38 73.21 39992
26 -8.10 36.81 113.83 27.26 626.51 38.42 75.23 39992
27 -9.08 46.37 121.76 29.16 670.15 41.83 88.20 39992
28 -10.05 55.94 129.68 31.06 713.75 45.21 101.15 39992
29 -11.03 65.50 137.59 32.95 757.29 48.83 114.33 39992
30 -12.00 75.07 145.50 34.85 800.80 57.36 132.43 39992
75.07 145.50 1.02 1001.12 47.38 122.45 99981
Run ID. GNR Wall 1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.7 Fill to elevation -4.70 on PASSIVE side with soil type 4
Node Y ------------------------ ACTIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
31 -13.20 86.84 157.62 3.93 1067.83 57.27 144.11 99981
32 -14.40 98.61 169.73 6.83 1134.49 62.96 161.57 99981
33 -16.00 114.31 185.87 10.69 1223.32 70.19 184.50 99981
34 -17.60 130.00 202.00 14.56 1312.11 77.46 207.47 99981
35 -19.20 145.70 218.13 18.42 1400.87 84.76 230.46 99981
36 -20.80 161.40 234.25 22.28 1489.63 92.09 253.49 99981
37 -22.40 177.09 250.38 26.14 1578.39 99.45 276.54 99981
38 -24.00 192.79 266.51 30.01 1667.18 106.82 299.61 99981
39 -25.60 208.48 282.65 33.87 1755.99 114.20 322.68 99981
40 -27.20 224.18 298.79 37.74 1844.84 121.57 345.75 99981
41 -28.60 237.91 312.92 41.12 1922.61 128.02 365.94 99981
42 -30.00 251.65 327.06 44.51 2000.41 134.32 385.97 99981
Node Y ----------------------- PASSIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
2 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.0
3 -0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.0
4 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
5 -1.33 0.00 0.00 0.00 0.00 0.00 0.00 0.0
6 -1.67 0.00 0.00 0.00 0.00 0.00 0.00 0.0
7 -2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
8 -2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.0
9 -2.80 0.00 0.00 0.00 0.00 0.00 0.00 0.0
10 -3.07 0.00 0.00 0.00 0.00 0.00 0.00 0.0
11 -3.33 0.00 0.00 0.00 0.00 0.00 0.00 0.0
12 -3.50 0.00 0.00 0.00 0.00 0.00 0.00 0.0
13 -3.75 0.00 0.00 0.00 0.00 0.00 0.00 0.0
14 -4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
15 -4.35 0.00 0.00 0.00 0.00 0.00 0.00 0.0
16 -4.70 0.00 0.00 0.00 0.00 0.00 0.00 0.0
0.00 0.00 0.00 28.47 0.11 0.11 19997
17 -5.00 0.00 5.40 0.00 51.63 1.68 1.68 19997
0.00 5.40 0.00 51.63 30.15 30.15 19997
18 -5.30 3.58 7.22 0.00 59.42 37.78 41.37 19997
19 -5.60 7.17 9.04 0.00 67.22 45.47 52.63 19997
20 -6.00 11.94 11.47 0.00 77.64 48.32 60.26 19997
11.94 11.47 0.00 98.63 61.65 73.59 29996
21 -6.40 16.72 13.90 0.00 110.43 52.07 68.79 29996
22 -6.80 21.50 16.34 0.00 122.26 47.03 68.52 29996
23 -7.20 26.27 18.79 0.00 134.14 43.64 69.91 29996
24 -7.60 31.05 21.26 0.00 146.06 40.42 71.48 29996
25 -8.00 35.83 23.73 0.00 158.04 34.87 70.69 29996
35.83 23.73 5.68 130.59 36.95 72.78 39994
26 -8.10 36.81 24.56 5.88 135.18 38.37 75.18 39994
27 -9.08 46.37 32.73 7.84 180.15 41.82 88.19 39994
28 -10.05 55.94 40.99 9.82 225.62 45.18 101.12 39994
29 -11.03 65.50 49.36 11.82 271.66 48.18 113.69 39994
30 -12.00 75.07 57.83 13.85 318.31 43.08 118.15 39994
75.07 57.83 0.00 518.63 58.94 134.01 99986
31 -13.20 86.84 70.82 0.00 590.08 57.77 144.61 99986
Run ID. GNR Wall 1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.7 Fill to elevation -4.70 on PASSIVE side with soil type 4
Node Y ----------------------- PASSIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
32 -14.40 98.61 83.96 0.00 662.43 62.90 161.51 99986
33 -16.00 114.31 101.72 0.00 760.19 70.17 184.48 99986
34 -17.60 130.00 119.72 0.00 859.22 77.45 207.45 99986
35 -19.20 145.70 137.89 0.00 959.26 84.75 230.45 99986
36 -20.80 161.40 156.20 3.59 1060.03 92.09 253.49 99986
37 -22.40 177.09 174.60 7.99 1161.28 99.45 276.54 99986
38 -24.00 192.79 193.04 12.41 1262.79 106.82 299.61 99986
39 -25.60 208.48 211.50 16.83 1364.38 114.20 322.69 99986
40 -27.20 224.18 229.94 21.25 1465.89 121.61 345.79 99986
41 -28.60 237.91 246.05 25.11 1554.56 128.04 365.95 99986
42 -30.00 251.65 262.12 28.96 1643.02 134.58 386.23 99986
Note: 7.56a Soil pressure at active limit
123.45p Soil pressure at passive limit
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Summary of results
STABILITY ANALYSIS of Soldier Pile Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe Toe elev. for
elev. = -8.00 FoS = 1.000
--------------- -------------
Stage --- G.L. --- Strut Factor Moment Toe Wall
No. Act. Pass. Elev. of equilib. elev. Penetr
Safety at elev. -ation
1 0.00 0.00 Cant. Conditions not suitable for FoS calc.
2 0.00 0.00 Cant. Conditions not suitable for FoS calc.
3 0.00 -2.00 Cant. 1.375 -7.68 -2.72 0.72
4 0.00 -2.00 No analysis at this stage
5 0.00 -2.00 -0.25 1.943 n/a -2.09 0.09
6 0.00 -5.00 -0.25 1.401 n/a -6.34 1.34
7 0.00 -4.70 -0.25 1.608 n/a -5.73 1.03
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Summary of results
BENDING MOMENT and DISPLACEMENT ANALYSIS of Soldier Pile Wall
Analysis options
Soldier Pile width = 0.60m; spacing = 1.80m
Passive mobilisation factor = 3.000
Length of wall perpendicular to section = 1000.00m
2-D finite element model. Soil arching not modelled.
Soil deformations are elastic until the active or passive limit is reached
Rigid boundaries: Active side 50.00 from wall Rough boundary
Passive side 50.00 from wall Smooth boundary
Lower rigid boundary at elevation -30.00 Rough boundary
Bending moment, shear force and displacement envelopes
Node Y Displacement Bending moment Shear force
no. coord maximum minimum maximum minimum maximum minimum
m m kN.m/m kN.m/m kN/m kN/m
1 0.00 0.012 0.000 0.0 -0.0 0.0 0.0
2 -0.25 0.012 0.000 1.6 -0.1 11.4 -42.7
3 -0.63 0.013 0.000 0.1 -11.5 0.0 -30.3
4 -1.00 0.014 0.000 0.2 -21.0 0.1 -23.1
5 -1.33 0.015 0.000 0.3 -27.9 0.5 -19.8
6 -1.67 0.016 0.000 0.7 -34.0 1.8 -18.1
7 -2.00 0.016 0.000 1.7 -39.8 4.3 -16.6
8 -2.40 0.017 0.000 2.6 -45.5 0.0 -14.0
9 -2.80 0.017 0.000 1.7 -50.1 0.0 -10.5
10 -3.07 0.018 0.000 0.6 -52.5 0.0 -7.8
11 -3.33 0.018 0.000 0.0 -54.1 0.0 -5.7
12 -3.50 0.018 0.000 0.0 -54.7 0.0 -4.6
13 -3.75 0.018 0.000 0.0 -54.8 1.6 -2.9
14 -4.00 0.018 0.000 0.0 -53.9 6.2 -1.5
15 -4.35 0.018 0.000 0.0 -50.6 13.8 -0.2
16 -4.70 0.017 0.000 0.0 -44.4 22.7 0.0
17 -5.00 0.017 0.000 0.0 -36.5 31.1 0.0
18 -5.30 0.017 0.000 0.4 -27.2 30.3 0.0
19 -5.60 0.016 0.000 1.3 -18.4 27.9 0.0
20 -6.00 0.016 0.000 2.5 -8.1 23.1 0.0
21 -6.40 0.015 0.000 2.7 -1.8 11.2 -0.2
22 -6.80 0.014 0.000 2.2 -1.1 3.9 -1.5
23 -7.20 0.014 0.000 1.6 -0.7 1.1 -2.0
24 -7.60 0.013 0.000 0.8 -0.3 1.1 -1.8
25 -8.00 0.012 0.000 0.0 -0.0 0.5 -0.2
26 -8.10 0.012 0.000 0.0 0.0 0.0 -0.0
27 -9.08 0.011 0.000 0.0 0.0 0.0 0.0
28 -10.05 0.010 0.000 0.0 0.0 0.0 0.0
29 -11.03 0.009 0.000 0.0 0.0 0.4 0.0
30 -12.00 0.008 0.000 0.0 0.0 8.0 0.0
31 -13.20 0.007 0.000 0.0 0.0 0.4 0.0
32 -14.40 0.007 0.000 0.0 0.0 0.1 0.0
33 -16.00 0.006 0.000 0.0 0.0 0.2 0.0
34 -17.60 0.006 0.000 0.0 0.0 0.2 0.0
35 -19.20 0.005 0.000 0.0 0.0 0.3 0.0
36 -20.80 0.004 0.000 0.0 0.0 0.3 0.0
37 -22.40 0.004 0.000 0.0 0.0 0.3 0.0
38 -24.00 0.003 0.000 0.0 0.0 0.3 0.0
39 -25.60 0.002 0.000 0.0 0.0 0.3 0.0
40 -27.20 0.002 0.000 0.0 0.0 0.2 0.0
41 -28.60 0.001 0.000 0.0 0.0 0.2 0.0
42 -30.00 0.000 0.000 0.0 0.0 0.0 0.0
Run ID. GNR Wall 1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Summary of results (continued)
Maximum and minimum bending moment and shear force at each stage
Stage --------- Bending moment -------- ---------- Shear force ----------
no. maximum elev. minimum elev. maximum elev. minimum elev.
kN.m/m kN.m/m kN/m kN/m
1 0.0 0.00 -0.7 -3.50 0.5 -6.00 -0.3 -0.63
2 0.0 -8.00 -6.3 -3.75 2.8 -5.60 -2.7 -2.00
3 2.7 -6.40 -2.3 -4.00 4.3 -2.00 -5.3 -3.33
4 No calculation at this stage
5 0.4 -0.25 -7.4 -4.35 5.8 -6.00 -6.3 -0.25
6 1.6 -0.25 -54.8 -3.75 30.6 -5.00 -42.7 -0.25
7 1.6 -7.20 -54.4 -3.75 31.1 -5.00 -41.9 -0.25
Maximum and minimum displacement at each stage
Stage -------- Displacement --------- Stage description
no. maximum elev. minimum elev. -----------------
m m
1 0.001 0.00 0.000 0.00 Apply surcharge no.1 at elev. 0.00
2 0.003 -3.07 0.000 0.00 Apply water pressure profile no.2
3 0.012 0.00 0.000 0.00 Excav. to elev. -2.00 on PASSIVE side
4 No calculation at this stage Install strut no.1 at elev. -0.25
5 0.012 0.00 0.000 0.00 Apply water pressure profile no.1
6 0.018 -3.75 0.000 0.00 Excav. to elev. -5.00 on PASSIVE side
7 0.018 -3.75 0.000 0.00 Fill to elev. -4.70 on PASSIVE side
Strut forces at each stage (horizontal components)
Stage --- Strut no. 1 ---
no. at elev.-0.25
kN/m run kN/strut
5 8.87 31.93
6 54.16 194.97
7 52.91 190.46
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: GNR Wall 1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
GNR Wall 1 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
INPUT DATA
SOIL PROFILE
Stratum Elevation of ------------------ Soil types -------------------
no. top of stratum Active side Passive side
1 0.00 1 Alluvium 1 Alluvium
2 -6.50 2 Residual Soil 2 Residual Soil
3 -10.00 3 Transitional Soil 3 Transitional Soil
4 -12.00 4 Weak Rock 4 Weak Rock
SOIL PROPERTIES
Bulk Young's At rest Consol Active Passive
-- Soil type -- density Modulus coeff. state. limit limit Cohesion
No. Description kN/m3 Eh,kN/m2 Ko NC/OC Ka Kp kN/m2
(Datum elev.) (dEh/dy ) (dKo/dy) ( Nu ) ( Kac ) ( Kpc ) ( dc/dy )
1 Alluvium 18.00 20000 0.500 NC 0.285 4.288 5.000d
(0.250) (1.238) ( 5.694)
2 Residual 18.00 30000 0.470 NC 0.262 4.845 7.000d
Soil (0.250) (1.182) ( 6.154)
3 Transition- 18.00 40000 0.440 NC 0.239 5.504 10.00d
al Soil (0.250) (1.128) ( 6.677)
4 Weak Rock 20.00 100000 0.440 NC 0.239 5.504 30.00d
(0.250) (1.128) ( 6.677)
5 Fill 18.00 20000 0.500 NC 0.285 4.288 5.000d
(0.250) (1.238) ( 5.694)
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp ---
Soil Wall Back- Soil Wall Back-
------- Soil type ------- friction adhesion fill friction adhesion fill
No. Description angle coeff. angle angle coeff. angle
1 Alluvium 30.00 0.630 0.00 30.00 0.464 0.00
2 Residual Soil 32.00 0.625 0.00 32.00 0.459 0.00
3 Transitional Soil 34.00 0.619 0.00 34.00 0.453 0.00
4 Weak Rock 34.00 0.619 0.00 34.00 0.453 0.00
5 Fill 30.00 0.630 0.00 30.00 0.464 0.00
GROUND WATER CONDITIONS
Density of water = 9.810 kN/m3
Active side Passive side
Initial water table elevation -1.00 -1.00
Automatic water pressure balancing at toe of wall : Yes
Water Active side Passive side
press. ------------------------------- -------------------------------
profile Point Elev. Piezo Water Point Elev. Piezo Water
no. no. elev. press. no. elev. press.
m m kN/m2 m m kN/m2
1 1 -2.47 -2.47 0.0 1 -3.70 -3.70 0.0
2 1 -1.33 -1.33 0.0 1 -2.60 -2.60 0.0
WALL PROPERTIES
Type of structure = Soldier Pile Wall
Soldier Pile width = 0.75 m
Soldier Pile spacing = 1.80 m
Passive mobilisation factor = 3.00 m
Elevation of toe of wall = -8.00
Maximum finite element length = 0.40 m
Youngs modulus of wall E = 2.7900E+07 kN/m2
Moment of inertia of wall I = 4.3140E-03 m4/m run
E.I = 120361 kN.m2/m run
Yield Moment of wall = Not defined
STRUTS and ANCHORS
Strut/ X-section Inclin Pre-
anchor Strut area Youngs Free -ation stress Tension
no. Elev. spacing of strut modulus length (degs) /strut allowed
m sq.m kN/m2 m kN
1 -0.25 3.60 0.020100 2.000E+08 8.70 33.00 0 No
SURCHARGE LOADS
Surch Distance Length Width Surcharge Equiv. Partial
-arge from parallel perpend. ----- kN/m2 ----- soil factor/
no. Elev. wall to wall to wall Near edge Far edge type Category
1 -0.60 2.15(A) 17.00 0.60 105.00 = N/A N/A
2 0.00 0.00(A) 30.00 50.00 5.00 = N/A N/A
Note: A = Active side, P = Passive side
CONSTRUCTION STAGES
Construction Stage description
stage no. --------------------------------------------------------
1 Apply surcharge no.1 at elevation -0.60
2 Apply surcharge no.2 at elevation 0.00
3 Apply water pressure profile no.2
4 Excavate to elevation -1.50 on PASSIVE side
Toe of berm at elevation -3.70
Width of top of berm = 1.70
Width of toe of berm = 5.00
5 Install strut or anchor no.1 at elevation -0.25
6 Apply water pressure profile no.1
7 Excavate to elevation -3.70 on PASSIVE side
8 Fill to elevation -3.40 on PASSIVE side with soil type 5
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.00
Parameters for undrained strata:
Minimum equivalent fluid density = 5.00 kN/m3
Maximum depth of water filled tension crack = 0.00 m
Bending moment and displacement calculation:
Method - 2-D finite element model
Open Tension Crack analysis? - No
Soil arching modelled? - No
Non-linear Modulus Parameter (L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall = 50.00 m
Width of excavation on passive side of wall = 50.00 m
Distance to rigid boundary on active side = 50.00 m
Distance to rigid boundary on passive side = 50.00 m
Elevation of rigid lower boundary = -30.00
Lower rigid boundary at elevation -30.00 - Rough
Rigid boundary on active side - Rough
Rigid boundary on passive side - Smooth
Wall / soil interface - Rough
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options -------
no. Displacement Active, Graph.
Bending mom. Passive output
Shear force pressures
1 Apply surcharge no.1 at elev. -0.60 No No No
2 Apply surcharge no.2 at elev. 0.00 No No No
3 Apply water pressure profile no.2 No No No
4 Excav. to elev. -1.50 on PASSIVE side No No No
5 Install strut no.1 at elev. -0.25 No No No
6 Apply water pressure profile no.1 No No No
7 Excav. to elev. -3.70 on PASSIVE side No No No
8 Fill to elev. -3.40 on PASSIVE side No No No
* Summary output Yes - Yes
Program WALLAP - Copyright (C) 2013 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Stage No. 8 Fill to elevation -3.40 on PASSIVE side with soil type 5
STABILITY ANALYSIS of Soldier Pile Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe Toe elev. for
elev. = -8.00 FoS = 1.000
--------------- -------------
Stage --- G.L. --- Strut Factor Moment Toe Wall
No. Act. Pass. Elev. of equilib. elev. Penetr
Safety at elev. -ation
8 0.00 -3.40 -0.25 2.129 n/a -3.99 0.59
BENDING MOMENT and DISPLACEMENT ANALYSIS of Soldier Pile Wall
Analysis options
Soldier Pile width = 0.75m; spacing = 1.80m
Passive mobilisation factor = 3.000
Length of wall perpendicular to section = 1000.00m
2-D finite element model. Soil arching not modelled.
Soil deformations are elastic until the active or passive limit is reached
Rigid boundaries: Active side 50.00 from wall Rough boundary
Passive side 50.00 from wall Smooth boundary
Lower rigid boundary at elevation -30.00 Rough boundary
Node Y Nett Wall Wall Shear Bending Strut
no. coord pressure disp. rotation force moment forces
kN/m2 m rad. kN/m kN.m/m kN/m
1 0.00 41.09 0.011 -1.45E-03 0.0 -0.0
2 -0.25 22.25 0.011 -1.45E-03 7.9 1.3 50.4
22.25 0.011 -1.45E-03 -42.5 1.3
3 -0.60 13.71 0.011 -1.44E-03 -36.2 -12.1
4 -1.00 8.03 0.012 -1.37E-03 -31.8 -25.4
5 -1.33 7.77 0.012 -1.29E-03 -29.2 -35.4
6 -1.50 8.12 0.013 -1.24E-03 -27.9 -40.2
7 -1.75 10.19 0.013 -1.15E-03 -25.6 -46.9
8 -2.00 12.38 0.013 -1.04E-03 -22.8 -53.0
9 -2.24 14.59 0.013 -9.40E-04 -19.6 -57.9
10 -2.47 17.19 0.014 -8.23E-04 -15.9 -62.1
11 -2.60 18.05 0.014 -7.55E-04 -13.6 -64.0
12 -3.00 23.05 0.014 -5.36E-04 -5.3 -67.8
13 -3.40 28.03 0.014 -3.10E-04 4.9 -67.9
27.45 0.014 -3.10E-04 4.9 -67.9
14 -3.70 29.94 0.014 -1.44E-04 13.5 -65.2
4.44 0.014 -1.44E-04 13.5 -65.2
15 -4.05 3.70 0.014 3.78E-05 14.9 -60.2
16 -4.40 2.75 0.014 2.05E-04 16.0 -54.8
17 -4.80 2.34 0.014 3.76E-04 17.0 -48.2
18 -5.20 2.30 0.014 5.24E-04 18.0 -41.2
19 -5.60 2.35 0.014 6.49E-04 18.9 -33.8
20 -6.00 2.09 0.013 7.48E-04 19.8 -26.1
21 -6.25 1.23 0.013 7.97E-04 20.2 -21.1
22 -6.50 -0.68 0.013 8.35E-04 20.3 -16.0
-20.43 0.013 8.35E-04 20.3 -16.0
23 -6.85 -12.03 0.013 8.73E-04 14.6 -10.2
24 -7.20 -9.11 0.012 8.97E-04 10.9 -5.8
25 -7.60 -9.16 0.012 9.10E-04 7.2 -2.2
26 -8.00 -21.40 0.012 9.13E-04 1.1 -0.0
27 -8.10 0.14 0.011 0 0.1 0.0
Run ID. RSA WALL 2_v1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.8 Fill to elevation -3.40 on PASSIVE side with soil type 5
Node Y Nett Wall Wall Shear Bending Strut
no. coord pressure disp. rotation force moment forces
kN/m2 m rad. kN/m kN.m/m kN/m
28 -9.05 0.20 0.010 0 0.2 0.0
29 -10.00 4.94 0.009 0 2.7 0.0
-4.69 0.009 0 2.7 0.0
30 -11.00 0.63 0.008 0 0.6 0.0
31 -12.00 12.13 0.007 0 7.0 0.0
-10.82 0.007 0 7.0 0.0
32 -13.20 -0.29 0.006 0 0.4 0.0
33 -14.40 0.04 0.006 0 0.2 0.0
34 -16.00 -0.01 0.005 0 0.2 0.0
35 -17.60 -0.02 0.005 0 0.2 0.0
36 -19.20 -0.01 0.004 0 0.2 0.0
37 -20.80 -0.01 0.004 0 0.2 0.0
38 -22.40 -0.01 0.003 0 0.2 0.0
39 -24.00 -0.01 0.003 0 0.1 0.0
40 -25.60 -0.01 0.002 0 0.1 0.0
41 -27.20 -0.02 0.002 0 0.1 0.0
42 -28.60 -0.02 0.001 0 0.1 0.0
43 -30.00 -0.11 0.000 0 -0.0 0.0
At elev. -0.25 Strut force = 181.4 kN/strut = 50.4 kN/m run (horiz.)
= 60.1 kN/m run (inclined)
Node Y ------------------------ ACTIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
1 0.00 0.00 5.00 0.00 49.91 41.09 41.09 19996
2 -0.25 0.00 9.50 0.00 69.20 22.25 22.25 19996
3 -0.60 0.00 15.80 0.00 96.21 13.71 13.71 19996
4 -1.00 0.00 23.14 0.41 127.69 8.03 8.03 19996
5 -1.33 0.00 29.70 2.28 155.81 7.77 7.77 19996
6 -1.50 0.00 33.30 3.31 171.26 8.12 8.12 19996
7 -1.75 0.00 38.84 4.89 194.99 10.19 10.19 19996
8 -2.00 0.00 44.55 6.52 219.47 12.38 12.38 19996
9 -2.24 0.00 49.96 8.06 242.69 14.59 14.59 19996
10 -2.47 0.00 55.34 9.59 265.73 17.19 17.19 19996
11 -2.60 1.12 57.15 10.11 273.51 16.93 18.05 19996
12 -3.00 4.55 62.47 11.63 296.33 18.51 23.05 19996
13 -3.40 7.98 67.35 13.02 317.26 20.05 28.03 19996
14 -3.70 10.56 70.74 13.99 331.79 21.30 31.85 19996
15 -4.05 13.56 74.45 15.04 347.67 23.06 36.62 19996
16 -4.40 16.56 77.93 16.04 362.62 24.94 41.51 19996
17 -4.80 20.00 81.72 17.12 378.86 27.18 47.18 19996
18 -5.20 23.43 85.35 18.15 394.43 29.47 52.90 19996
19 -5.60 26.86 88.88 19.16 409.56 31.70 58.56 19996
20 -6.00 30.30 92.34 20.15 424.39 33.71 64.01 19996
21 -6.25 32.44 94.48 20.76 433.55 34.61 67.05 19996
22 -6.50 34.59 96.60 21.36 442.66 34.95 69.53 19996
34.59 96.60 16.99 511.13 23.00 57.58 29994
23 -6.85 37.59 99.56 17.77 525.48 28.66 66.25 29994
24 -7.20 40.60 102.52 18.54 539.79 31.85 72.45 29994
25 -7.60 44.03 105.89 19.42 556.13 33.91 77.94 29994
26 -8.00 47.46 109.27 20.30 572.48 30.71 78.17 29994
27 -8.10 48.44 109.99 20.49 575.98 40.85 89.29 29994
28 -9.05 57.76 116.88 22.29 609.35 44.33 102.09 29994
29 -10.00 67.08 123.83 24.11 643.05 50.13 117.22 29994
67.08 123.83 18.38 748.33 42.13 109.21 39992
Run ID. RSA WALL 2_v1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.8 Fill to elevation -3.40 on PASSIVE side with soil type 5
Node Y ------------------------ ACTIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
30 -11.00 76.89 131.23 20.15 789.07 48.22 125.11 39992
31 -12.00 86.70 138.72 21.95 830.26 56.00 142.71 39992
86.70 138.72 0.00 963.80 45.84 132.54 99981
32 -13.20 98.47 150.19 2.14 1026.97 56.43 154.90 99981
33 -14.40 110.25 161.76 4.92 1090.65 61.84 172.08 99981
34 -16.00 125.94 177.31 8.64 1176.22 68.78 194.72 99981
35 -17.60 141.64 192.97 12.39 1262.41 75.76 217.40 99981
36 -19.20 157.33 208.72 16.16 1349.12 82.78 240.11 99981
37 -20.80 173.03 224.55 19.95 1436.23 89.82 262.85 99981
38 -22.40 188.73 240.44 23.76 1523.67 96.89 285.62 99981
39 -24.00 204.42 256.38 27.57 1611.40 103.98 308.40 99981
40 -25.60 220.12 272.36 31.40 1699.35 111.08 331.20 99981
41 -27.20 235.81 288.37 35.24 1787.49 118.19 354.01 99981
42 -28.60 249.55 302.41 38.60 1864.76 124.43 373.97 99981
43 -30.00 263.28 316.47 41.97 1942.13 130.61 393.89 99981
Node Y ----------------------- PASSIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
2 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.0
3 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0
4 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
5 -1.33 0.00 0.00 0.00 0.00 0.00 0.00 0.0
6 -1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.0
7 -1.75 0.00 0.00 0.00 0.00 0.00 0.00 0.0
8 -2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
9 -2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.0
10 -2.47 0.00 0.00 0.00 0.00 0.00 0.00 0.0
11 -2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0
12 -3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0
13 -3.40 0.00 0.00 0.00 0.00 0.00 0.00 0.0
0.00 0.00 0.00 28.47 0.58 0.58 19997
14 -3.70 0.00 5.40 0.00 51.63 1.91 1.91 19997
0.00 5.40 0.00 51.62 27.41 27.41 19997
15 -4.05 3.86 7.84 0.00 62.07 29.06 32.92 19997
16 -4.40 7.73 10.27 0.00 72.52 31.03 38.76 19997
17 -4.80 12.14 13.06 0.00 84.46 32.69 44.83 19997
18 -5.20 16.56 15.84 0.00 96.41 34.04 50.59 19997
19 -5.60 20.97 18.63 0.00 108.35 35.24 56.21 19997
20 -6.00 25.39 21.42 0.00 120.30 36.53 61.92 19997
21 -6.25 28.15 23.16 0.42 127.77 37.67 65.82 19997
22 -6.50 30.90 24.90 0.91 135.24 39.31 70.21 19997
30.90 24.90 0.00 163.72 47.11 78.01 29995
23 -6.85 34.77 27.34 0.00 175.54 43.51 78.28 29995
24 -7.20 38.63 29.78 0.00 187.36 42.93 81.56 29995
25 -7.60 43.05 32.57 0.25 200.88 44.05 87.10 29995
26 -8.00 47.46 35.36 0.97 214.39 52.12 99.58 29995
27 -8.10 48.44 36.18 1.19 218.37 40.71 89.15 29995
28 -9.05 57.76 43.98 3.23 256.14 44.13 101.90 29995
29 -10.00 67.08 51.78 5.27 293.94 45.20 112.28 29995
67.08 51.78 1.13 351.75 46.81 113.90 39994
Run ID. RSA WALL 2_v1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
(continued)
Stage No.8 Fill to elevation -3.40 on PASSIVE side with soil type 5
Node Y ----------------------- PASSIVE side ---------------------------
no. coord ------- Effective stresses ------- Total Soil
Water Vertic Active Passive Earth earth stiffness
press. -al limit limit pressure pressure coeff.
kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3
30 -11.00 76.89 60.00 3.09 396.99 47.58 124.48 39994
31 -12.00 86.70 68.23 5.06 442.29 43.88 130.58 39994
86.70 68.23 0.00 575.83 56.66 143.36 99984
32 -13.20 98.47 80.51 0.00 643.46 56.72 155.20 99984
33 -14.40 110.25 92.82 0.00 711.17 61.79 172.04 99984
34 -16.00 125.94 109.24 0.00 801.59 68.79 194.73 99984
35 -17.60 141.64 125.70 0.00 892.19 75.78 217.42 99984
36 -19.20 157.33 142.20 0.23 982.96 82.79 240.13 99984
37 -20.80 173.03 158.72 4.19 1073.93 89.84 262.86 99984
38 -22.40 188.73 175.29 8.15 1165.08 96.90 285.62 99984
39 -24.00 204.42 191.88 12.13 1256.42 103.98 308.41 99984
40 -25.60 220.12 208.51 16.11 1347.95 111.09 331.21 99984
41 -27.20 235.81 225.18 20.10 1439.67 118.22 354.03 99984
42 -28.60 249.55 239.78 23.60 1520.06 124.44 373.99 99984
43 -30.00 263.28 254.41 27.10 1600.58 130.72 394.00 99984
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Summary of results
STABILITY ANALYSIS of Soldier Pile Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe Toe elev. for
elev. = -8.00 FoS = 1.000
--------------- -------------
Stage --- G.L. --- Strut Factor Moment Toe Wall
No. Act. Pass. Elev. of equilib. elev. Penetr
Safety at elev. -ation
1 0.00 0.00 Cant. Conditions not suitable for FoS calc.
2 0.00 0.00 Cant. Conditions not suitable for FoS calc.
3 0.00 0.00 Cant. Conditions not suitable for FoS calc.
4 0.00 -1.50 Cant. 1.809 -7.61 -1.60 0.10
5 0.00 -1.50 No analysis at this stage
6 0.00 -1.50 -0.25 2.414 n/a -1.52 0.02
7 0.00 -3.70 -0.25 1.854 n/a -4.67 0.97
8 0.00 -3.40 -0.25 2.129 n/a -3.99 0.59
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
Summary of results
BENDING MOMENT and DISPLACEMENT ANALYSIS of Soldier Pile Wall
Analysis options
Soldier Pile width = 0.75m; spacing = 1.80m
Passive mobilisation factor = 3.000
Length of wall perpendicular to section = 1000.00m
2-D finite element model. Soil arching not modelled.
Soil deformations are elastic until the active or passive limit is reached
Rigid boundaries: Active side 50.00 from wall Rough boundary
Passive side 50.00 from wall Smooth boundary
Lower rigid boundary at elevation -30.00 Rough boundary
Bending moment, shear force and displacement envelopes
Node Y Displacement Bending moment Shear force
no. coord maximum minimum maximum minimum maximum minimum
m m kN.m/m kN.m/m kN/m kN/m
1 0.00 0.011 0.000 0.0 -0.0 0.0 0.0
2 -0.25 0.011 0.000 1.4 -0.2 8.4 -44.1
3 -0.60 0.011 0.000 0.1 -12.6 0.0 -37.4
4 -1.00 0.012 0.000 0.2 -26.2 0.1 -32.7
5 -1.33 0.013 0.000 0.3 -36.5 0.8 -29.9
6 -1.50 0.013 0.000 0.6 -41.4 1.8 -28.5
7 -1.75 0.013 0.000 0.4 -48.3 0.0 -26.2
8 -2.00 0.013 0.000 0.0 -54.5 0.0 -23.3
9 -2.24 0.014 0.000 0.0 -59.6 0.0 -20.2
10 -2.47 0.014 0.000 0.0 -63.9 0.0 -16.4
11 -2.60 0.014 0.000 0.0 -65.9 0.0 -14.2
12 -3.00 0.014 0.000 0.0 -69.9 0.0 -7.7
13 -3.40 0.014 0.000 0.0 -70.4 4.9 -6.1
14 -3.70 0.015 0.000 0.0 -67.8 13.5 -4.2
15 -4.05 0.015 0.000 0.0 -63.0 14.9 -2.1
16 -4.40 0.015 0.000 0.0 -57.6 16.1 -0.7
17 -4.80 0.014 0.000 0.0 -50.8 17.4 0.0
18 -5.20 0.014 0.000 0.0 -43.6 18.6 0.0
19 -5.60 0.014 0.000 0.0 -36.0 19.7 0.0
20 -6.00 0.014 0.000 0.0 -27.9 20.8 0.0
21 -6.25 0.014 0.000 0.0 -22.6 21.3 0.0
22 -6.50 0.013 0.000 0.0 -17.2 21.4 0.0
23 -6.85 0.013 0.000 0.0 -11.0 15.6 0.0
24 -7.20 0.013 0.000 0.0 -6.4 11.8 0.0
25 -7.60 0.012 0.000 0.0 -2.4 7.9 0.0
26 -8.00 0.012 0.000 0.0 -0.0 1.2 0.0
27 -8.10 0.012 0.000 0.0 0.0 0.1 0.0
28 -9.05 0.011 0.000 0.0 0.0 0.2 0.0
29 -10.00 0.010 0.000 0.0 0.0 2.8 0.0
30 -11.00 0.008 0.000 0.0 0.0 0.6 0.0
31 -12.00 0.007 0.000 0.0 0.0 7.4 0.0
32 -13.20 0.007 0.000 0.0 0.0 0.4 0.0
33 -14.40 0.006 0.000 0.0 0.0 0.2 0.0
34 -16.00 0.006 0.000 0.0 0.0 0.2 0.0
35 -17.60 0.005 0.000 0.0 0.0 0.2 0.0
36 -19.20 0.005 0.000 0.0 0.0 0.2 0.0
37 -20.80 0.004 0.000 0.0 0.0 0.2 0.0
38 -22.40 0.003 0.000 0.0 0.0 0.2 0.0
39 -24.00 0.003 0.000 0.0 0.0 0.1 0.0
40 -25.60 0.002 0.000 0.0 0.0 0.1 0.0
41 -27.20 0.002 0.000 0.0 0.0 0.1 0.0
42 -28.60 0.001 0.000 0.0 0.0 0.1 0.0
Run ID. RSA WALL 2_v1 | Sheet No.
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Bending moment, shear force and displacement envelopes
Node Y Displacement Bending moment Shear force
no. coord maximum minimum maximum minimum maximum minimum
m m kN.m/m kN.m/m kN/m kN/m
43 -30.00 0.000 0.000 0.0 0.0 0.0 -0.0
Maximum and minimum bending moment and shear force at each stage
Stage --------- Bending moment -------- ---------- Shear force ----------
no. maximum elev. minimum elev. maximum elev. minimum elev.
kN.m/m kN.m/m kN/m kN/m
1 0.0 0.00 -4.7 -4.40 2.3 -6.50 -1.9 -2.24
2 0.0 0.00 -7.4 -4.40 3.6 -6.50 -2.7 -2.24
3 0.0 0.00 -16.2 -4.05 6.5 -6.50 -7.1 -1.75
4 0.6 -1.50 -11.2 -4.40 6.3 -6.50 -6.3 -2.47
5 No calculation at this stage
6 0.4 -0.25 -23.0 -4.40 11.1 -6.50 -8.9 -0.25
7 1.4 -0.25 -70.4 -3.40 21.4 -6.50 -44.1 -0.25
8 1.3 -0.25 -67.9 -3.40 20.3 -6.50 -42.5 -0.25
Maximum and minimum displacement at each stage
Stage -------- Displacement --------- Stage description
no. maximum elev. minimum elev. -----------------
m m
1 0.001 -4.05 0.000 0.00 Apply surcharge no.1 at elev. -0.60
2 0.003 -3.40 0.000 0.00 Apply surcharge no.2 at elev. 0.00
3 0.005 -3.40 0.000 0.00 Apply water pressure profile no.2
4 0.010 0.00 0.000 0.00 Excav. to elev. -1.50 on PASSIVE side
5 No calculation at this stage Install strut no.1 at elev. -0.25
6 0.011 -2.60 0.000 0.00 Apply water pressure profile no.1
7 0.015 -4.05 0.000 0.00 Excav. to elev. -3.70 on PASSIVE side
8 0.014 -4.05 0.000 0.00 Fill to elev. -3.40 on PASSIVE side
Strut forces at each stage (horizontal components)
Stage --- Strut no. 1 ---
no. at elev.-0.25
kN/m run kN/strut
6 11.08 39.90
7 52.53 189.12
8 50.38 181.37
ENGINEERING GEOLOGY LTD | Sheet No.
Program: WALLAP Version 6.05 Revision A45.B58.R49 | Job No. 7927
Licensed from GEOSOLVE | Made by : JW
Data filename/Run ID: RSA WALL 2_v1 |
1158 Great North Road, Pt Chevalier | Date: 8-12-2016
RSA Wall 2 | Checked :
-----------------------------------------------------------------------------
Units: kN,m
-20
0
Bdy
BdyProposed Excavation Great North Road
Alluvium
Residual Soil
Weak Rock
Name: Alluvium
Model: Saturated Only
K-Sat: 2e-007
Ky'/Kx' Ratio: 0.1
Name: Residual Soil
Model: Saturated Only
K-Sat: 2e-007
Ky'/Kx' Ratio: 0.1
Name: Weak Rock
Model: Saturated Only
K-Sat: 5e-007
Ky'/Kx' Ratio: 0.1
Name: Drainage Material
Model: Saturated Only
K-Sat: 0.001
Ky'/Kx' Ratio: 11158 Great North Road and 98 Parr Road, PT CHEVALIER
Section 1 - Proposed Excavation Ground Water Drawdown
Results (PWP Contours)
Figure B1
Flux 1
0.39m3/day water flux estimated with 35m excavation width
10 Parr Road
Distance
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Ele
va
tio
n
0
5
10
15
20
25
30
-20
0
20 20
40 60
80
100
120
1
40
Proposed Excavation RSA Building Name: Hardfill
Model: Saturated Only
K-Sat: 2e-007
Ky'/Kx' Ratio: 0.1
Name: Alluvium
Model: Saturated Only
K-Sat: 2e-007
Ky'/Kx' Ratio: 0.1
Name: Residual Soil
Model: Saturated Only
K-Sat: 2e-007
Ky'/Kx' Ratio: 0.1
Name: Weak Rock
Model: Saturated Only
K-Sat: 5e-007
Ky'/Kx' Ratio: 0.1
Name: Drainage Material
Model: Saturated Only
K-Sat: 0.001
Ky'/Kx' Ratio: 1
Parr Road Bdy Bdy
Alluvium
Residual Soil
Weak Rock
Flux 1Flux 2
West excavation - 1.3m3/day water flux estimated with 50m excavation widthEast excavation - 0.06m3/day water flux estimated with 50m excavation width
1150 Great North Road and 98 Parr Road, PT CHEVALIER
Section 2 - Proposed Excavation Ground Water Drawdown
Results (PWP Contours)
Figure B2Distance
35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195 205
Ele
va
tio
n
0
10
20
30