groundwater drawdown and settlement monitoring … · our plaxis model confirms up to 7 mm of...

GROUNDWATER DRAWDOWN AND SETTLEMENT MONITORING AND CONTINGENCY

PLAN

2 & 2A Tizard Road

Birkenhead

Auckland

JOB No: 166115

DATE: 29 October 2018

ISSUE: D

2 & 2A Tizard Steet, Birkenhead Issue: C

Date: 29 October 2018 Job No: 166115

TABLE OF CONTENTS

1 INTRODUCTION ............................................................................................................................. 1

2 PROJECT DESCRIPTION .................................................................................................................. 2

3 MONITORING ................................................................................................................................ 3

3.1 GENERAL ......................................................................................................................................................... 3

3.2 GROUND WATERING MONITORING ..................................................................................................................... 3

3.3 SETTLEMENT MONITORING ................................................................................................................................. 3

3.4 RETAINING WALL SYSTEM MONITORING ............................................................................................................... 3

4 CONTIGENCY OPTIONS .................................................................................................................. 4

4.1 GENERAL ......................................................................................................................................................... 4

4.2 GROUNDWATER DRAWDOWN CONTINGENCY MEASURES ....................................................................................... 4

4.3 EXCESSIVE GROUND MOVEMENT ........................................................................................................................ 4

4.4 RETAINING WALL DEFLECTION CONTINGENCY MEASURES ........................................................................................ 4

5 APPLICABILITY ............................................................................................................................... 5

APPENDIX A TERMINOLOGY ................................................................................................................................

APPENDIX B MONITORING PLAN .........................................................................................................................

APPENDIX ..................................................................................

APPENDIX ................................................................

GROUND SETTLEMENT FROM RETAINING WALLS

DEWATERING MODEL WITH GROUND -INDUCED SETTLEMENT

ICA

D

2 & 2A Tizard Street, Birkenhead Issue: D Page No: 1

Date:29 October 2018 Job No: 166115

1 I N T R O D U C T I O N

This report presents the Monitoring and Contingency Plan associated with the excavation and groundwater take for the proposed development at the subject properties. This report has been prepared in response to Auckland City Council’s interpretation of the prevailing perched water table beneath part of the site in accordance with Chapter 7 of the Auckland Unitary Plan standards, and the influence of ground surface settlement on adjacent properties during drawdown of the perched water table.

With reference to the 19/09/2017 geotechnical report completed by Kirk Roberts Ltd, the proposed development involves a 13 m deep excavation to the north end of the site to accommodate a basement carpark and overlying apartments and reducing to 5 m to 0.5 m at the southwest and southeast corner of the basement footprint respectively. The excavation will extend below the groundwater table and therefore dewatering will be required to during the construction phase of the basement and associated retaining walls.

This report attempts to quantify the amount of anticipated dewatering induced ground settlement adjacent to the basement retaining walls and also to the neighbouring properties during drawdown of the perched water table and from that, recommend the installation of piezometers for assessment and monitoring of settlement alert / alarm levels before and after construction of the basement and superstructure.

It should be noted that the property located adjacent to the west boundary of the subject property is owned by the same client of 2 & 2A Tizard Road. Therefore, in terms of potential public liability risk to both local council and client, dewatering-induced ground settlement damage is not considered to be critical over the neighbouring property at 4 Tizard Road.

The monitoring, as shown on Figure 1 Appendix B, proposed will involve:

• Three groundwater monitoring wells to monitor the groundwater levels across the dewatered area. Twin piezometers will be installed within each borehole to identify perched groundwater level from regional ground water level.

• 6 No. ground settlement pins

• 8 No. retaining wall deflection pins



2 PROJEC T DESC RI PTION

The resource consent drawings for the proposed development show a terraced three-level apartment complex supported by a basement structure occupying a footprint area of 1037 m2. The site topography dictates the required excavation depth for the proposed apartment complex, with excavation depth varying from about 13 m towards the north-east corner of the basement footprint and reducing to about 5 m at the south-east corner and about 0.5 m toward the south-west corner.

The proposed development occupies about 34% of the total combined site area of 3056 m2 from 2 & 2A Tizard Road. The development is positioned about 1.2 m off the east boundary, 3 m off the north boundary (Tizard Road) and 4 to 8 m off the west boundary. The deep excavation, combined with close proximity to the council reserve boundaries will require temporary retaining of the cut face during construction of the basement structure.



3 MONITORING

3 . 1 G e n e r a l

The following monitoring is proposed to be undertaken:

• Perched ground water elevation;

• Ground settlement;

The monitoring intervals, reporting requirement and trigger levels for the different monitoring aspects is presented in Table 3.1, with further clarification below. Locations of the monitoring points are shown on Figure 1 within Appendix B.

3 . 2 G r o u n d Wa t e r in g M o n i t o r in g

Kirk Roberts Ltd will be responsible for monitoring groundwater levels within the three piezometers. The single existing piezometer constructed during the original site investigation will be destroyed during the basement excavation, therefore three new piezometers will need to be installed. The proposed location of these piezometers (PL01 – 03) is shown on Figure 1 in Appendix B. All three piezometers will be installed to a target depth of 13 m below adjacent ground level

Kirk Roberts will review the results of the groundwater monitoring and compare with the trigger levels presented in Table 3.1 below. The alert and alarm levels are provisional only and will need to be confirmed following installation of monitoring wells.

3 . 3 S e t t l e m e n t m o n i to r i ng

Reference to Auckland Council GeoMap (ACG) website of the subject property, indicates a 100mm diameter PVC sewer located along the west side of the property and 315 mm high density polyethylene. The sewer pipe lateral terminates within the subject property and will most likely be removed once excavation of the basement commences.

However, the storm water pipe will require diversion before commencing basement excavation. Accordingly, no settlement monitoring of services is required within the subject property during basement excavation.

See excerpt from ACG’s website within Appendix C showing inferred location of service pipes.

3 . 4 R e t a i n i ng w a l l Sy s t e m M o n i t o r i ng

The basement excavation is proposed to be dewatered using well points before installing sheet piling along the perimeter basement walls and excavation of the basement.

With respect to the proposed retaining wall construction sequence described within Appendix D, there is a low risk of unacceptable ground settlement occurring once excavation of the basement commences. This is due to the introduction of anchor ties to hold back the sheet piling as the basement excavation proceeds. Any lateral movement of the sheet piling will be due to extension of the anchors and potential creep of the anchors as the earth pressure loading is gradually increased with increasing excavation depth.

Our Plaxis model confirms up to 7 mm of lateral wall movement can be expected after excavation of the basement foundation. The maximum anchor load from the Plaxis model is about 188 kN and translates to a ‘proof load’ of 282 kN, based on an applied load factor of 1.5.

Creep-related pull-out movement may be in the order of 20 to 50 % of the ‘elastic pull out’ values, suggesting additional wall movement may occur during the entire construction period of the basement.

Total lateral movement of the temporary sheet-piling would be expected to be in the order of 15 to 17 mm, and is subject to final assessment at the time of designing the sheet piling temporary works during the building consent stage.

In terms of ground settlement adjacent to the temporary sheet pile wall, the Plaxis model suggests between 10 to 12 mm of vertical settlement along the sheet-pile line, reducing to zero ground settlement at about 49 m from the sheet pile wall.

As commented above, we don’t envisage any effect on existing underground services as, the main storm water pipe requires relocation along the west boundary before commencing basement excavation.



Table 3.1: Alert / alarm levels and monitoring frequency

Monitoring Item Alert Level

Alarm Level

Monitoring Frequency Action if Alert level exceeded Action if Alarm level is exceeded

Differential ground surface settlement (GS01 to GS08)

Baseline survey

i. The applicant will provide the assigned baseline levels, with associated survey information, for each monitoring location to Kirk Roberts for approval

ii. Construction will not commence until written confirmation of baseline levels has been issued by the Auckland Council consent officer.

Monitoring Frequencies

GS01 to GS10 – Minimum twice-weekly or every 1 metre depth of excavation from commencement of excavation to a month following completion of excavation and then weekly to completion of dewatering using general survey techniques (±3mm). Every second month from the completion of dewatering for a period of 6 months.

1. Notify Kirk Roberts within 24 hours. 2. Re-measure all ground stations within

25 m of the affected monitoring location(s) to confirm extent of apparent movement using precise survey level Techniques.

3. Review data and provide mitigation measures or other actions (as required) to avoid further deformation.

4. Continue monitoring of locations (as in 2 above) every second working day until the submission of written.

1. Immediately halt construction activity.

2. Provide advice on suitable mitigation measures to avoid adverse effects on surrounding ground and buildings that may occur as a result of the exceedance.

3. Do not resume construction activities considered likely to result in deformations unit mitigation measures have been Implemented.

4. Report to Auckland Council consent officer on the mitigation measures implemented and any remedial Works required within 5 workings days following recommencement of construction activity.

Tota

l Gro

un

d S

urf

ace

Stat

emen

t (m

m)

GS01 to GS08

12 mm 16 mm

Gro

un

dw

ater

leve

l – R

L (m

)

PL01

RL 29

RL 25

Measurements to be recorded using automated transducers set to record 1 hourly, from two months prior to dewatering to 3 months following the completion of dewatering. Ground water download data shall not occur at a lower frequency than every three days until excavation work has been completed. Following that, weekly downloads for a month and then fortnightly for another two months.

1. If average groundwater level below the Alert Level, commence daily groundwater readings at ALL wells.

2. Alert Auckland Council consent officer within 24 hours.

3. Report to Auckland Council consent officer every week with groundwater level readings in graph format with a brief report confirming ground water response.

1. If average groundwater levels over any single day is below Alarm level, notify Auckland Council consent officer within 24 hours of the Alarm Level exceedance being detected and provide details of the measurements taken.

2. Gradually reduce dewatering rate over a 5-day period, whilst maintaining daily monitoring daily recovery in water table level to alert level. Then increase pumping rate if required should water level continue to rise. Maintain daily monitoring of water level response.

3. Submit a report to the Auckland Council consent officer within 5 days, prepared by a suitably qualified and experienced engineering professional, outlining the impacts (if any) of the exceedance and associated information from ground settlement monitoring.

4. If appropriate evidence is provided, the Auckland Council consent officer may agree in writing to alter the Alarm Level.

PL02 RL 28 RL 25

PL03 RL 27 RL 25

RW1 to RW4 14 to

16mm 20 to

24mm



Monitoring Item Alert Level

Alarm Level

Monitoring Frequency Action if Alert level exceeded Action if Alarm level is exceeded

Serv

ice

mo

nit

ori

ng

N/A N/A N/A

No monitoring required due to removal of site specific sewer lateral from previous dwelling improvement on subject property, and relocation of main storm water pipe along west boundary.

N/A N/A



4 C O N T I N G E N C Y O P T I O N S

4 . 1 G e n e r a l

The monitoring data will be gathered and compared with trigger levels. Should alarm levels be triggered, specific actions will be selected depending on the exact nature of the problem. The available contingency actions are detailed in the following sections.

4 . 2 G r o u n d w a t e r D r a w d o w n C o n t i n g e n c y M e a s u r e s

Should the groundwater Alert or Alarm levels be triggered the responses presented in Table 3.1 will be undertaken. In the event of the Alarm level being exceeded, the response procedure requires a written report to be provided to The Team Leader.

4 . 3 E x c e s s i v e G r o u n d M o v e m e n t

It is likely that the written report to Auckland Council Consent Officer will recommend the following:

1. Discussions on the situation with the property/services owner that may be affected. 2. Monitor the rate of settlement and undertake work to investigate and address the cause if possible. This is likely

to include groundwater modelling to estimate the effects of potential contingency measures.

Should settlement exceed the Alarm levels one or more of the following contingencies may be implemented:

• Increase the frequency of groundwater monitoring.

• Stop or reduce dewatering of the site, i.e. allow partial or full flooding of the excavation.

4 . 4 R e t a i n i n g w a l l d e f l e c t i o n C o n t i n g e n c y M e a s u r e s

In the event of retaining wall deflections exceeding the monitoring trigger levels, a review of the retaining wall design model shall be carried out to assess the increased load in the piles. If required the following actions may be taken:

1. Tighten up the wall tie-backs



5 A P P L I C A B I L I T Y

This report has been prepared for the benefit of DevonHomes Ltd and the Auckland Council and may not be relied upon in other contexts or for any other purpose without our prior review and agreement.

Kirk Roberts Consulting Engineers

Report Prepared and Authorised By:

Signature:

Steven Roberts

Geotechnical Engineer



Appendix A Terminology

Term Description

Commencement of dewatering From when bulk excavation proceeds beneath the lowest measurement groundwater level

Completion of dewatering Means when all the walls are essentially watertight, the structures internal support mechanisms, including basement floors have been complete, any temporary retention removed and no further groundwater is being taken for the construction of the basement. Leaks with a total flow into the basement of less than 100ml per minute may be considered acceptable.

Alert Level Monitoring reaches a level close to, or equal to the design value, which is below the level where damage could occur unless movement continues unchecked and requires review to assess the future trend

Alarm Level Monitoring reaches the value and/or level close to which damage could occur, and requires immediate action including the cessation of ground dewatering and other construction activities that may have an effect on ground deformation



Appendix B: Monitoring Plan

A01.06 03 PLAN : B2

Scale: 1 : 200 @ A1 A01.06 02 LEGEND

No Scale

A01.06 01 SITE INFORMATION

No Scale

2a Tizard Road, Birkenhead, Auckland.2 Tizard Road, Birkenhead, Auckland.

Sheet Scale

4d Edwin StreetMt EdenAuckland 1024 New Zealand

Studio

PO Box 8171Symonds Street, Aukland 1150New Zealand

Post

+64 9 520 6444 Tel

+64 9 520 6443 Fax

[email protected] Email

www.youngrichards.com Web

BP121069 LBP

1

Issue Date Check By Issue Description

Current Revision Date WHO Y+R

THE FINE PRINT

CLIFF TOP APARTMENTS

Job Status

16-YR39-BR Job Number

BUILDING COVERAGE

PERMEABLE SURFACES

IMPERVIOUS AREA

LOT BOUNDARY

YARD

GROSS SITE AREA

GFA153.5 m2 169.2 m2140.3 m2229.2 m2154.2 m2178.9 m2167.6 m2262.4 m2161.0 m2241.0 m2

GROSS FLOOR AREA (inc Deck)

Unit 01 :Unit 02 :Unit 03 :Unit 04 :Unit 05 :Unit 06 :Unit 07 :Unit 08 : 108.3 (top)+154.1 (bottom)Unit 09 :Unit 10 :

Deck16.1 m2 16.5 m216.6 m266.6 m212.5 m234.8 m210.7 m241.2 m239.3 m245.6 m2

1 : 200 @ A1

Address :

LegalDescription :

Land Area :

Zone :

2a Tizard Road, Birkenhead, Auckland.2 Tizard Road, Birkenhead, Auckland.

Lot 1 DP 403136Lot 2 DP 403136

2,000 Square Metres1,056 Square Metres

Residential - Single House Zone

3,056.0 m21,037.0 m21,812.0 m21,244.0 m2

DEVELOPMENT SITE COVERAGE

Net Site Area : Building Coverage : Landscaped Area: Max Impervious Area :

33.9 %59.4 %40.7 %

(inc. esplanade)max 35 %min 40 %max 60 %

1m

Sid

e Y

ard

3m Front Yard

1m Side Yard

GYM

49.6 m2

UNIT 08

(bottom level)

UNIT 10

STORAGE

17.9 m2

STORAGE16.5 m2

STORAGE

21.5 m2

RL 27.20

B2 Floor

STORAGE

21.5 m2

STORAGE

22.8 m2

STO

RAGE

19.5

m2

STORAGE

18.5 m2

STO

RAGE

17.3

m2

STOR

AGE

19 m

2ST

ORAG

E17

.2 m

2ST

ORAG

E18

.5 m

2

3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 212

22

24

23

25

26

27

28

29

30

31

32 33

34

35

36

37

39

38

37

36

35

34

33

3231

3029

282726

2524

24 25

26

2728

29 30

38

2

3 45 6

78

9

10 11 1213

2

34 5 6 7 8 9

10 11 1213

14 15 16 17 18 19 20 21 22 23

Bush ProtectionCovenant

4 Tizard Road,Birkenhead, Auckland.

LOT 22DP 14016

Hinemoa Park

Allot 658 PSH of Takapuna

LOCAL ESPLANADERESERVE

1478 m2

COASTAL INUNDATION

CONTROL

SIGN

IFICANT ECO

LOG

ICAL AREA

N FIGURE 1

Ground Monitoring Legend

Twin Piezometers required to measure inferred perchedwater table and regional water table.

Monitoring point for measurement of total ground surfacesettlement

RESOURCE CONSENT

PL01

PL02

Monitoring points for measuring lateral movement ofsheet-piling wall

PL01

GS01

GS01

GS02

GS03

GS04

GS06

RW01

RW01

RW02

RW03

RW04

RW05

RW06

RW07

RW08

· Contractor shall check and confirm on site all dimensions and discrepancies or differences within the contract documents prior to starting the works.· This drawing must not be scaled.· This drawing must be read in conjunction with relevant specification clauses.

GS05

Removal of GW05 and renumber GW01 to GW052 07.06.2018

Refer to Figure SK_1 Appendix A of Kirk Roberts'geotechnical report for extent of perched watertable

DW2

DW3

DW1

DW1 Proposed Dewatering Well Point locations. Finallocations to be confirmed prior to commencingbuilding consent design

Introduction of dewatering well points DW1 to DW3 06.09.20183

PL03



Appendix Dewatering Drawdown model from Plaxis 2D with ground induced settlements

C:

Output Version 2018.0.0.0

Project description

Project filename Step

Date

User name

2 & 2A Tizard Road 29/10/2018

Drawdown- -23.10.2018 2 Kirk Roberts Consulting Engineers

Groundwater flow |q| (Time 1.000 s)

Uniform value of 0.03777*10-6

m/s

[*10-3 m/s]

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.55

0.60

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

-110.00 -100.00 -90.00 -80.00 -70.00 -60.00 -50.00 -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

-30.00

-20.00

-10.00

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

Discharge


Project description


Date

User name

2 & 2A Tizard Road 26/10/2018

-23.10.2018 2 Kirk Roberts Consulting Engineers

Total displacements uy (Time 1.000 s)

Maximum value = 0.1373*10-3

m (Element 1369 at Node 2861)

Minimum value = -0.02454 m (Element 630 at Node 7796)

[*10-3 m]

-26.00

-24.00

-22.00

-20.00

-18.00

-16.00

-14.00

-12.00

-10.00

-8.00

-6.00

-4.00

-2.00

0.00

2.00

-110.00 -100.00 -90.00 -80.00 -70.00 -60.00 -50.00 -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

-40.00

-30.00

-20.00

-10.00

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

Site Boundary(approx. settlement

= 25mm)

SubjectProperty

NeighbouringProperty

Settlement

Site Boundary(approx. settlement

= 10mm)

Boundary (approx.settlement = 10mm) approx. settlement

= <2mm)approx. settlement

= <2mm)



Appendix : Ground settlement from Retaining wall 2D


Project description


Date

User name

2A Tizard Road, Birkenhead 15-Oct-18

2A Tizard Road, Birkenhead.Retaining.lower c ... 0 Kirk Roberts Consulting Engineers

Deformed mesh |u| (at true scale)

Uniform value of 0.000 m

[m]

0

10

20

30

40

50

60

-10.00 -5.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00

-60.00

-55.00

-50.00

-45.00

-40.00

-35.00

-30.00

-25.00

-20.00

-15.00

-10.00

-5.00

0.00

Project description : 2A Tizard Road, Birkenhead.Retaining.lower cohesion.REVA Output Version 2017.1.0.0

User name : Kirk Roberts Consulting Engineers

Project filename : 2A Tizard Road, Birkenhead.Retaining.lower cohesion.REVA

Output : Materials

Date : 15-Oct-18

Page : 1

Material set

Identification number 1 2

Identification Residual Soil Highly Weathered Rock

Material model Mohr-Coulomb Mohr-Coulomb

Drainage type Drained Drained

Colour RGB 251, 226, 4 RGB 161, 226, 232

Comments

General properties

γunsat kN/m³ 17.50 17.50

γsat kN/m³ 18.50 18.50

Advanced

Void ratio

Dilatancy cut-off No No

einit 0.5000 0.5000

emin 0.000 0.000

emax 999.0 999.0

Damping

Rayleigh α 0.000 0.000

Rayleigh β 0.000 0.000

Stiffness

E kN/m² 20.00E3 50.00E3

ν (nu) 0.2500 0.2500

Alternatives

G kN/m² 8000 20.00E3

Eoed kN/m² 24.00E3 60.00E3

Strength

cref kN/m² 3.000 5.000

φ (phi) ° 30.00 32.00

ψ (psi) ° 0.000 0.000

Velocities

Vs m/s 66.97 105.9

Vp m/s 116.0 183.4




Output : Materials

Date : 15-Oct-18

Page : 2


Advanced

Set to default values Yes Yes

Stiffness

Einc kN/m²/m 0.000 0.000

yref m 0.000 0.000

Strength

cinc kN/m²/m 0.000 0.000

yref m 0.000 0.000

Tension cut-off Yes Yes

Tensile strength kN/m² 0.000 0.000

Undrained behaviour

Undrained behaviour Standard Standard

Skempton-B 0.9833 0.9833

νu 0.4950 0.4950

Kw,ref / n kN/m² 784.0E3 1.960E6

Strength

Strength Rigid Rigid

Rinter 1.000 1.000

Consider gap closure Yes Yes

Real interface thickness

δinter 0.000 0.000

Groundwater

Cross permeability Impermeable Impermeable

Drainage conductivity, dk m³/day/m 0.000 0.000

K0 settings

K0 determination Automatic Automatic

K0,x = K0,z Yes Yes

K0,x 0.5000 0.4701

K0,z 0.5000 0.4701

Model

Data set Standard Standard




Output : Materials

Date : 15-Oct-18

Page : 3


Soil

Type Fine Fine

< 2 μm % 46.00 46.00

2 μm - 50 μm % 26.00 26.00

50 μm - 2 mm % 28.00 28.00

Flow parameters

Use defaults None None

kx m/day 0.000 0.000

ky m/day 0.000 0.000

-y unsat m 10.00E3 10.00E3

einit 0.5000 0.5000

Ss 1/m 0.000 0.000

Change of permeability

ck 1000E12 1000E12




Output : Materials

Date : 15-Oct-18

Page : 4

Material set

Identification number 3

Identification Slightly Weathered Rock

Material model Mohr-Coulomb

Drainage type Drained

Colour RGB 126, 130, 145

Comments

General properties

γunsat kN/m³ 17.50

γsat kN/m³ 18.50

Advanced

Void ratio

Dilatancy cut-off No

einit 0.5000

emin 0.000

emax 999.0

Damping

Rayleigh α 0.000

Rayleigh β 0.000

Stiffness

E kN/m² 200.0E3

ν (nu) 0.2500

Alternatives

G kN/m² 80.00E3

Eoed kN/m² 240.0E3

Strength

cref kN/m² 7.000

φ (phi) ° 35.00

ψ (psi) ° 0.000

Velocities

Vs m/s 211.8

Vp m/s 366.8




Output : Materials

Date : 15-Oct-18

Page : 5


Advanced

Set to default values Yes

Stiffness

Einc kN/m²/m 0.000

yref m 0.000

Strength

cinc kN/m²/m 0.000

yref m 0.000

Tension cut-off Yes

Tensile strength kN/m² 0.000

Undrained behaviour

Undrained behaviour Standard

Skempton-B 0.9833

νu 0.4950

Kw,ref / n kN/m² 7.840E6

Strength

Strength Rigid

Rinter 1.000

Consider gap closure Yes

Real interface thickness

δinter 0.000

Groundwater

Cross permeability Impermeable

Drainage conductivity, dk m³/day/m 0.000

K0 settings

K0 determination Automatic

K0,x = K0,z Yes

K0,x 0.4264

K0,z 0.4264

Model

Data set Standard




Output : Materials

Date : 15-Oct-18

Page : 6


Soil

Type Fine

< 2 μm % 46.00

2 μm - 50 μm % 26.00

50 μm - 2 mm % 28.00

Flow parameters

Use defaults None

kx m/day 0.000

ky m/day 0.000

-y unsat m 10.00E3

einit 0.5000

Ss 1/m 0.000

Change of permeability

ck 1000E12




Output : Materials

Date : 15-Oct-18

Page : 1

Material set


Identification FSP3A

Comments

Colour RGB 0, 0, 255

Material type Elastic

Properties

Isotropic Yes

End bearing No

EA1 kN/m 3.720E6

EA2 kN/m 3.720E6

EI kN m²/m 45.60E3

d m 0.3835

w kN/m/m 1.432

ν (nu) 0.1500

Rayleigh α 0.000

Rayleigh β 0.000

Parameters





Output : Materials

Date : 15-Oct-18

Page : 1

Material set


Identification screw pile shaft

Comments

Colour RGB 0, 0, 0

Material type Elastic

Properties

EA kN 1.292E6

Lspacing m 2.000

Parameters


Parameters


Parameters



Project description

Project filename

Date

User name


2A Tizard Road, Birkenhea ... Kirk Roberts Consulting Engineers

Total displacements |u|

Maximum value = 0.04024 m (Element 606 at Node 5378)

[*10-3 m]

0.00

2.50

5.00

7.50

10.00

12.50

15.00

17.50

20.00

22.50

25.00

27.50

30.00

32.50

35.00

37.50

40.00

42.50

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00 96.00

-56.00

-48.00

-40.00

-32.00

-24.00

-16.00

-8.00

0.00


Project description

Project filename

Date

User name



Total displacements ux

Maximum value = 3.152*10-3


Minimum value = -0.01341 m (Element 238 at Node 6473)

[*10-3 m]

-14.00

-13.00

-12.00

-11.00

-10.00

-9.00

-8.00

-7.00

-6.00

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

1.00

2.00

3.00

4.00

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00 96.00

-56.00

-48.00

-40.00

-32.00

-24.00

-16.00

-8.00

0.00


Project description

Project filename

Date

User name



Total displacements uy

Maximum value = 0.04024 m (Element 606 at Node 5378)

Minimum value = -0.5232*10-3


[*10-3 m]

-2.50

0.00

2.50

5.00

7.50

10.00

12.50

15.00

17.50

20.00

22.50

25.00

27.50

30.00

32.50

35.00

37.50

40.00

42.50

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00 96.00

-56.00

-48.00

-40.00

-32.00

-24.00

-16.00

-8.00

0.00




Output : Calculation results, Node-to-node anchor, Phase_8 [Phase_8] (8/17), Table of total displacements

Date : 15-Oct-18

Page : 1

Structural element Node Local numberX

[m]

Y

[m]

ux

[10-3

m]

uy

[10-3

m]

|u|

[10-3

m]

NodeToNodeAnchor_1_1 6744 1 20.000 -2.500 -8.335 14.276 16.531

Element 1-1 (Node-to-node anchor) 3828 2 32.000 -5.000 -6.218 8.350 10.411





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