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

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


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


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


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

)




Total Settlement


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



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

)




Total Settlement


1158 Great North Road and 8 Parr Road PT CHEVALIERWall 1 - Section 1 10 Parr Road




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

)




Total Settlement


1158 Great North Road and 8 Parr Road PT CHEVALIERWall 1 - Section 1 1160 Great North Road




Figure 5

1160 GNR

APPENDIX A

WALLAP ANALYSES

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



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



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







-----------------------------------------------------------------------------

Units: kN,m







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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.



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(continued)

Stage No.7 Fill to elevation -4.70 on PASSIVE side with soil type 4




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




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(continued)







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 ---------------------------





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




-----------------------------------------------------------------------------

(continued)







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







-----------------------------------------------------------------------------

Units: kN,m







-----------------------------------------------------------------------------

Units: kN,m

Summary of results




elev. = -8.00 FoS = 1.000

--------------- -------------




1 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







-----------------------------------------------------------------------------

Units: kN,m

Summary of results


Analysis options









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




-----------------------------------------------------------------------------

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







-----------------------------------------------------------------------------

Units: kN,m




Data filename/Run ID: RSA WALL 2_v1 |


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



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



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



5 Install strut no.1 at elev. -0.25 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







-----------------------------------------------------------------------------

Units: kN,m







-----------------------------------------------------------------------------

Units: kN,m

Stage No. 8 Fill to elevation -3.40 on PASSIVE side with soil type 5




elev. = -8.00 FoS = 1.000

--------------- -------------




8 0.00 -3.40 -0.25 2.129 n/a -3.99 0.59


Analysis options












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.



-----------------------------------------------------------------------------

(continued)





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)






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




-----------------------------------------------------------------------------

(continued)







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






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




-----------------------------------------------------------------------------

(continued)







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







-----------------------------------------------------------------------------

Units: kN,m







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Units: kN,m

Summary of results




elev. = -8.00 FoS = 1.000

--------------- -------------







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







-----------------------------------------------------------------------------

Units: kN,m

Summary of results


Analysis options













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




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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


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


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







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Units: kN,m

APPENDIX B

SEEPAGE ANALYSES

-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


K-Sat: 2e-007

Ky'/Kx' Ratio: 0.1

Name: Weak Rock


K-Sat: 5e-007

Ky'/Kx' Ratio: 0.1

Name: Drainage Material


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


K-Sat: 2e-007

Ky'/Kx' Ratio: 0.1

Name: Alluvium


K-Sat: 2e-007

Ky'/Kx' Ratio: 0.1

Name: Residual Soil


K-Sat: 2e-007

Ky'/Kx' Ratio: 0.1

Name: Weak Rock


K-Sat: 5e-007

Ky'/Kx' Ratio: 0.1

Name: Drainage Material


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

AUCKLAND RE: 1158 GREAT NORTH ROAD AND 8 … · The geotechnical design parameters given in Table 2...

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Transcript of AUCKLAND RE: 1158 GREAT NORTH ROAD AND 8 … · The geotechnical design parameters given in Table 2...