submit(rev1.0) micropilecalculationsheet gtl5

7/27/2019 SUBMIT(Rev1.0) MicroPileCalculationSheet GTL5

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Micro Pile for Pearl GTL5, Qatar

Nov. 2012

( Rev. 1.0 )

Calculation Sheet


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CALCULATION SHEET OF MICRO PILE (3)

TYPE3 - DD127mm/SD65mm

ATTACHMENTS

Grout Material Technical Data Sheet (BASF, Concresive)

CONTENTS

SUMMARY OF CALCULATION RESULTS





Lpile Calculation Output (Type3)




3/37

Project : Pearl GTL5 PJ T.

Method : Micro Pile

TYPE1 TYPE2 TYPE3 Remark

Dia.(mm) 70 100 127

Total.Depth(m) 2.6 2.6 2.7

Dia.(mm) 32 50 65

Net.Length(m) 2.0 2.0 2.1 Pile Length

Total.Length(m) 2.6 2.6 2.7

Compression(ton) 1.5 8.0 12.0

Lateral(ton) 0.085 0.29 0.83

18.63 51.76 87.00

O.K O.K O.K

3.74 8.54 12.21

8.41 12.01 15.26

O.K O.K O.K

21.53 33.64 43.73

O.K O.K O.K

Length(m) 0.201 0.749 0.885

Applied Length(m) 0.500 0.800 0.900

Axial,Bending Check O.K O.K O.K

Axial,Moment Check O.K O.K O.K

181.42 204.94 257.39

O.K O.K O.K

Total Survey 584 584 584

Not Accessible 253 253 253

Total. No of FND 41 177 275

Net. No of FND 41 136 98

Description

Geotechnical

Design

Bond Length

in Stone

Tension

LoadAllowable(t/nos)

FND-GroutMaterialAllowable(t/nos)

Bond Strength

in Concrete

Calculation

of Satisfaction

Survey Result

GroutMaterial-Steel

Allowable(t/nos)

Allowable Load(t/nos)Buckling Load

Lateral Load

Actual Design

of each FND

Allowable(t/nos)Compression

Load

SUMMARY OF CALCULATION RESULTS

Load

Condition

Steel Bar

Drilling

Structural

Design

Till 30.Oct

Grout

Material

BASF

Concresive


4/37

1. INPUT DATA

Dd = diameter of the drill hole = mm

Dbar = diameter of the steel reinforcing bar = mm

Agrout = area of grout in micropile cross section = m2

Abar = cross sectional area of steel reinforcing bar = m2

fc' = compressive strength of grout = t/m2

Fy-bar = yield stress of steel = t/m2

PC = compression load = t/nos

PL = lateral load = t/nos

Eg = elastic modulas of the grout = t/m2

Es = elastic modulas of the steel = t/m2

Eave = everage elastic modulas of micro pile = t/m2

n = Es / Eg =

I = moment of intertia of the micropile

x ( - ) x

64 x 10

LTD = total length of drilling = m

LFree = drill length upper FND = m

LFND = drill length of FND = m

LTM = total length of micro pile = m

LSoil = length of micro pile in Soil = m

LRock = length of micro pile in Rock (Limestone) = m

Soil = unit weight of Soil = t/m3

Rock = unit weight of Rock (Limestone) = t/m3

Soil = friction angle of Soil =

frock = compressive strength of Rock (Limestone) = t/m2

kSoil = modulus parameter of Soil = kPa/m = t/m3

= t/m3 (Apply for Worst Case)0.0


0.00080

2000

42,840

1.50

70

32

0.00304


0.09

2,121,320

2.10E+07

7.11E+06

10

=0.070 0.032

+0.032

= 1.65E-07 m464

2.6

0.3

0.3

2.0

1.5

0.5

1.8

2.1

30.0

10000

16300 1662.1

Bar

Drill Hole

Grout

FND

Soil

Rock

LTM

LTD


5/37

2. STRUCTURAL DESIGN (Uncased)

1) Compressi on Load

Pc-allowable = 0.4 fc' X Agrout + 0.5 Fy-bar X Abar = t/nos > t/nos ----

Pc-allowable = allowable compression load





2) Tension Load

Pt-allowable = 0.6 Fy-bar X Abar = t/nos > t/nos (Geo. Bond Strength) ---- Apply

Pt-allowable = allowable tension load



3) Bond Strength in Concrete (BASF, Concresive)

FMA-Conc X AFND-MA

BFND-MA = allowable bond strength between FND-Grout Material

FMA-Conc = bond strength between Grout Material-Concrete = Mpa = t/m2

AFND-MA = area of FND-Grout Material = m2



FS = factor of safety =

FMA-Steel X AMA-Steel

BMA-Steel = allowable bond strength between Grout Material-Steel

FMA-Steel = bond strength between Grout Material-Steel = Mpa = t/m2

AMA-Steel = area of Grout Material-Steel = m2




18.6 1.5 O.K

2,000

0.00304

42,840

----

0.00080

18.9

42,840

0.00080

t/nos

3.74

> 1.5 t/nos

2.5

0.06597

2

14.0

>21.5 t/nosBMA-Steel = =

70

0.3

1.5

BFND-MA =FS

= 8.4 t/nos

32

0.3

FS

1,428

0.03016

O.K

2

3.74

---- O.K

255


6/37

3. GEOTECHNICAL DESIGN

1) Bond Length

PG-allowable = ( bond X X Db X Lb ) / FS

PG-allowable X FS

bond X X Db

PG-allowable = allowable geotechnical bond capacity = t/nos

bond = grout to ground ultimate bond strength = kPa = t/m2

FS = factor of safety applied to the ultimate bond strength =

Db = diameter of the drill hole = mm = m

Lb = bond length

PG-allowable = ( bond X X Db X Lb ) / FS = t/nos

Summary of Typical bond (Grout-to-Ground Bond) Values for Micropile Design.

1.5

1000

3.74

m=Lb = 0.201 m 0.5=

102

3

70 0.070


7/37

2) Lateral Load

Results of LPILE Calculation (Apply for Worst Case, Ksoil=0)

Mmax = maximum mement = t-m

Smax = maximum shear force = ton

ymax = maximum lateral deflection = m

fa

Fa ( 1 - Fb

fa = axial stress = Pc / Asteel = t/m2

fb = bending stress = Mmax / S = t/m2

S = elastic section modulus of steel

= Isteel / ( Dbar / 2 ) = m3

Fa = allowable axial stress = 0.5 Fy-bar = t/m2

Fb = allowable bending stress = 0.6 Fy-bar = t/m2

Fe' = Euler buckling stress = t/m2

2

x Es



K = effective length factor =

L = unsupported length of the micropile = m

r = radius of gyration of the steel = (Isteel/Asteel)1/2 = m

Isteel = moment of intertia of the steel

x

1,865

20,135

----

1.0

7,359

m4

0.008

fa / Fe' )

= 0.94 1.0

0.024

O.K

= 5.1.E-08

23,562

= 2,948 t/m2

2.9.E+03

2.10E+07

1.5

0.032

64=

FS X (KL/r)2

0.087

0.0016

=

3.22.E-06

fb+

2


8/37

Pc = maximum axial compression load = t/nos

Pc-allowable = allowable compression load = t/nos

Mmax = maximum bending moment = t-m

Mallowable = Fb = 0.55 Fy-bar X S = t/m2

3) Buckling Load

2

X Es X Isteel Esoil X L2

L 2 2

Pcr = critical buckling load


Isteel = moment of intertia of the steel = m4


Esoil = lateral reaction modulas of the soil surrounding the micropile over the "unsupported" length = t/m2

Pcr + = 181.42 ton

2.10E+07

5.1.E-08

O.K

1.5

775.0

=

Pc-allowable

Pc Mmax= 0.39 +

1.5

18.6

0.0

0.08

Mallowable

----1.0

> 1.5 ton ---- O.K


9/37

1. INPUT DATA












n = Es / Eg =


x ( - ) x

64 x 10












= t/m3 (Apply for Worst Case)


50,986

8.00

10

100

50

0.00589

0.00196

2000

0.29

2,121,320

2.10E+07

8.41E+06

=0.100 0.050

+0.050

= 7.72E-07 m464

2.6

0.3

0.3

2.0

1.5

0.5

1.8

2.1

30.0

10000

16300 1662.1

0.0


Bar

Drill Hole

Grout

FND

Soil

Rock

LTM

LTD


10/37









2) Tension Load






FMA-Conc X AFND-MA














51.8 8.0 O.K

2,000

0.00589

50,986

0.00196

55.1

50,986

0.00196

BFND-MA = = 12.0 t/nos > 8.0 t/nos ---- O.K FS

2.5 255

0.09425

100

0.3

2

BMA-Steel = = 33.6 t/nos > 8.0 t/nos ---- O.K FS

14.0 1,428

0.04712

50

0.3

2

8.54 8.54


11/37


1) Bond Length


PG-allowable X FS

bond X X Db





Lb = bond length



Lb = = 0.749 m = 0.8 m

8.0

1000 102

3

100 0.100

8.54


12/37

2) Lateral Load





fa

Fa ( 1 - Fb




= Isteel / ( Dbar / 2 ) = m3




2

x Es







x

7,197 t/m2

FS X (KL/r)2

=

0.121

0.296

0.0030

+

fb= 0.98 1.0 ---- O.K

fa / Fe' )

4,074

9,823

1.23.E-05

23,963

28,042

7.2.E+03

=

2.10E+07

2

1.0

1.5

0.013

=0.050

= 3.1.E-07 m464


13/37





3) Buckling Load

2


L 2 2






Pc+

Mmax= 0.50 1.0 ---- O.K

Pc-allowable Mallowable

8.0

51.8

0.1

0.34

Pcr = + = 204.94 ton > 8.0 ton ---- O.K

2.10E+07

3.1.E-07

1.5

775.0


14/37

1. INPUT DATA












n = Es / Eg =


x ( - ) x

64 x 10












= t/m3 (Apply for Worst Case)


50,986

12.00

10

127

65

0.00935

0.00332

2000

0.83

2,121,320

2.10E+07

8.82E+06

=0.127 0.065

+0.065

= 2.08E-06 m464

2.7

0.3

0.3

2.1

1.5

0.6

1.8

2.1

30.0

10000

16300 1662.1

0.0


Bar

Drill Hole

Grout

FND

Soil

Rock

LTM

LTD


15/37









2) Tension Load






FMA-Conc X AFND-MA














87.0 12.0 O.K

2,000

0.00935

50,986

0.00332

93.1

50,986

0.00332

BFND-MA = = 15.3 t/nos > 12.0 t/nos ---- O.K FS

2.5 255

0.11969

127

0.3

2

BMA-Steel = = 43.7 t/nos > 12.0 t/nos ---- O.K FS

14.0 1,428

0.06126

65

0.3

2

12.21 12.21


16/37


1) Bond Length


PG-allowable X FS

bond X X Db





Lb = bond length



Lb = = 0.885 m = 0.9 m

12.0

1000 102

3

127 0.127

12.21


17/37

2) Lateral Load





fa

Fa ( 1 - Fb




= Isteel / ( Dbar / 2 ) = m3




2

x Es







x

FS X (KL/r)2

= 12,162 t/m2

0.442

-0.891

0.0062

+

fb= 0.98 1.0 ---- O.K

fa / Fe' )

3,616

16,409

2.70.E-05

23,963

28,042

1.2.E+04

=

2.10E+07

2

1.0

1.5

0.016

=0.065

= 8.8.E-07 m464


18/37





3) Buckling Load

2


L 2 2






Pc+

Mmax= 0.72 1.0 ---- O.K

Pc-allowable Mallowable

12.0

87.0

0.4

0.76

Pcr = + = 257.39 ton > 12.0 ton ---- O.K

2.10E+07

8.8.E-07

1.5

775.0


19/37

ATTACHMENTS




Grout Material Technical Data Sheet (BASF, Concresive)


20/37

GTL5(T1)-32mm-rev.lpo==============================================================================

LPILE Plus for Windows, Version 4.0 (4.0.10)

Analysis of Individual Piles and Drilled ShaftsSubjected to Lateral Loading Using the p-y Method

(c) Copyright ENSOFT, Inc., 1985-2003All Rights Reserved

==============================================================================

This program is licensed to:

BH

Path to file locations:J:AbroadProjectQatar-PearlGTL(HDEC)120320-Add.PilotTest121109-CommentForMicroPileCalculation(Shell)

Name of input data file: GTL5(T1)-32mm-rev.lpdName of output file: GTL5(T1)-32mm-rev.lpoName of plot output file: GTL5(T1)-32mm-rev.lppName of runtime file: GTL5(T1)-32mm-rev.lpr

------------------------------------------------------------------------------Time and Date of Analysis

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

Date: November 13, 2012 Time: 4:43: 8

------------------------------------------------------------------------------Problem Title

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

GTL5. TYPE1

------------------------------------------------------------------------------Program Options

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

Units Used in Computations - SI Units, meters, kilopascals

Basic Program Options:

Analysis Type 1:- Computation of Lateral Pile Response Using User-specified Constant EI

Computation Options:- Only internally-generated p-y curves used in analysis- Analysis does not use p-y multipliers (individual pile or shaft action only)- Analysis assumes no shear resistance at pile tip- Analysis for fixed-length pile or shaft only- No computation of foundation stiffness matrix elements- Output pile response for full length of pile- Analysis assumes no soil movements acting on pile- No additional p-y curves to be computed at user-specified depths

Solution Control Parameters:- Number of pile increments = 50- Maximum number of iterations allowed = 100- Deflection tolerance for convergence = 2.5400E-07 m

- Maximum allowable deflection = 2.5400E+00 m

1 PAGE


21/37

GTL5(T1)-32mm-rev.lpoPrinting Options:- Values of pile-head deflection, bending moment, shear force, and

soil reaction are printed for full length of pile.- Printing Increment (spacing of output points) = 1

------------------------------------------------------------------------------Pile Structural Properties and Geometry------------------------------------------------------------------------------

Pile Length = 2.00 mDepth of ground surface below top of pile = .00 mSlope angle of ground surface = .00 deg.

Structural properties of pile defined using 2 points

Point Depth Pile Moment of Pile Modulus ofX Diameter Inertia Area Elasticitym m m**4 Sq. m kN/Sq. m

----- --------- ----------- ---------- ---------- -----------1 0.0000 .07000000 1.65000E-07 .003850 71100000.000

2 2.0000 .07000000 1.65000E-07 .003850 71100000.000

------------------------------------------------------------------------------Soil and Rock Layering Information

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

The soil profile is modelled using 3 layers

Layer 1 is sand, p-y criteria by Reese et al., 1974Distance from top of pile to top of layer = .000 mDistance from top of pile to bottom of layer = 1.500 mp-y subgrade modulus k for top of soil layer = .000 kN/ m**3p-y subgrade modulus k for bottom of layer = .000 kN/ m**3

NOTE: Internal default values for p-y subgrade modulus will be computed forthe above soil layer.

Layer 2 is strong rock (vuggy limestone)Distance from top of pile to top of layer = 1.500 mDistance from top of pile to bottom of layer = 2.000 m


(Depth of lowest layer extends 1.00 m below pile tip)

------------------------------------------------------------------------------Effective Unit Weight of Soil vs. Depth

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

Distribution of effective unit weight of soil with depthis defined using 6 points

Point Depth X Eff. Unit WeightNo. m kN/ m**3

----- ---------- ----------------1 .00 18.000002 1.50 18.000003 1.50 21.000004 2.00 21.000005 2.00 21.00000

6 3.00 21.00000

2 PAGE


22/37

GTL5(T1)-32mm-rev.lpo

------------------------------------------------------------------------------Shear Strength of Soils

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

Distribution of shear strength parameters with depthdefined using 6 points

Point Depth X Cohesion c Angle of Friction E50 or RQDNo. m kN/ m**2 Deg. k_rm %

----- -------- ---------- ------------------ ------ ------1 .000 .00000 30.00 ------ ------2 1.500 .00000 30.00 ------ ------3 1.500 19600.00000 .00 ------ ------4 2.000 19600.00000 .00 ------ ------5 2.000 19600.00000 .00 ------ ------6 3.000 19600.00000 .00 ------ ------

Notes:

(1) Cohesion = uniaxial compressive strength for rock materials.(2) Values of E50 are reported for clay strata.(3) Default values will be generated for E50 when input values are 0.(4) RQD and k_rm are reported only for weak rock strata.

------------------------------------------------------------------------------Loading Type

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

Static loading criteria was used for computation of p-y curves

------------------------------------------------------------------------------Pile-head Loading and Pile-head Fixity Conditions

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

Number of loads specified = 1

Load Case Number 1

Pile-head boundary conditions are Shear and Slope (BC Type 2)Shear force at pile head = .850 kNSlope at pile head = .000 m/ mAxial load at pile head = 15.000 kN

(Zero slope for this load indicates fixed-head condition)

------------------------------------------------------------------------------Computed Values of Load Distribution and Deflection

for Lateral Loading for Load Case Number 1------------------------------------------------------------------------------

Pile-head boundary conditions are Shear and Slope (BC Type 2)Specified shear force at pile head = .850 kNSpecified slope at pile head = 0.000E+00 m/ mSpecified axial load at pile head = 15.000 kN

(Zero slope for this load indicates fixed-head conditions)

Depth Deflect. Moment Shear Slope Total Soil ResX y M V S Stress p

3 PAGE


23/37

GTL5(T1)-32mm-rev.lpom m kN- m kN Rad. kN/ m**2 kN/ m

-------- --------- ----------- ----------- ----------- ----------- -----------0.000 .001583 -.2320 .8500 -5.421E-18 53115.7147 0.0000.04000 .001567 -.1978 .8426 -7.328E-04 45853.2474 -.3721.08000 .001524 -.1638 .8195 -.001349 38631.2179 -.7809.120 .001459 -.1306 .7811 -.001851 31603.1752 -1.1402

.160 .001376 -.099044 .7300 -.002243 24905.4391 -1.4160.200 .001279 -.069532 .6697 -.002530 18645.2944 -1.5985

.240 .001173 -.042435 .6023 -.002721 12897.5049 -1.7694

.280 .001062 -.018083 .5303 -.002824 7731.8134 -1.8296

.320 9.48E-04 .003380 .4526 -.002849 4612.9858 -2.0576

.360 8.34E-04 .021543 .3707 -.002807 8465.7794 -2.0369

.400 7.23E-04 .036403 .2907 -.002708 11617.9019 -1.9625

.440 6.17E-04 .048048 .2146 -.002564 14088.1624 -1.8428

.480 5.18E-04 .056647 .1440 -.002385 15912.1478 -1.6869

.520 4.26E-04 .062431 .080176 -.002182 17139.0217 -1.5044

.560 3.43E-04 .065680 .023995 -.001964 17828.2088 -1.3046

.600 2.69E-04 .066707 -.024020 -.001738 18046.1198 -1.0962

.640 2.04E-04 .065844 -.063684 -.001512 17863.0507 -.8870

.680 1.48E-04 .063427 -.095106 -.001292 17350.3560 -.6841

.720 1.01E-04 .059786 -.1186 -.001082 16577.9732 -.4929

.760 6.17E-05 .055234 -.1349 -8.857E-04 15612.3437 -.3182.800 3.00E-05 .050059 -.1445 -7.062E-04 14514.7560 -.1630

.840 5.20E-06 .044522 -.1483 -5.450E-04 13340.1103 -.029625

.880 -1.36E-05 .038846 -.1473 -4.028E-04 12136.0897 .081010

.920 -2.70E-05 .033220 -.1423 -2.800E-04 10942.7060 .1688

.960 -3.60E-05 .027796 -.1343 -1.760E-04 9792.1806 .23431.000 -4.11E-05 .022690 -.1240 -8.989E-05 8709.1103 .27901.040 -4.32E-05 .017984 -.1123 -2.055E-05 7710.8689 .30461.080 -4.27E-05 .013728 -.099969 3.352E-05 6808.1916 .31331.120 -4.05E-05 .009946 -.087550 7.388E-05 6005.8948 .30761.160 -3.68E-05 .006636 -.075598 1.021E-04 5303.6848 .29001.200 -3.23E-05 .003776 -.064537 1.199E-04 4697.0197 .26301.240 -2.72E-05 .001329 -.054690 1.286E-04 4177.9913 .22931.280 -2.20E-05 -7.538E-04 -.046280 1.296E-04 4056.0028 .19121.320 -1.69E-05 -.002529 -.039432 1.240E-04 4432.5647 .1512

1.360 -1.21E-05 -.004057 -.034175 1.128E-04 4756.7054 .11161.400 -7.86E-06 -.005398 -.030448 9.663E-05 5041.2006 .0746871.440 -4.36E-06 -.006609 -.028102 7.616E-05 5298.0048 .0426461.480 -1.77E-06 -.007738 -.026894 5.171E-05 5537.4674 .0177581.520 -2.28E-07 -.008823 .062659 2.347E-05 5767.5451 4.45991.560 1.10E-07 -.002753 .1088 3.739E-06 4480.1312 -2.15141.600 7.16E-08 -1.207E-04 .037742 -1.161E-06 3921.7105 -1.40291.640 1.69E-08 2.674E-04 .003050 -9.104E-07 3952.8349 -.33171.680 -1.26E-09 1.244E-04 -.003090 -2.424E-07 3922.4939 .0246611.720 -2.47E-09 2.058E-05 -.001628 4.784E-09 3900.4687 .0484131.760 -8.76E-10 -5.837E-06 -3.166E-04 2.991E-08 3897.3420 .0171601.800 -7.70E-11 -4.783E-06 5.685E-05 1.181E-08 3897.1185 .0015101.840 6.91E-11 -1.303E-06 5.997E-05 1.432E-09 3896.3803 -.0013541.880 3.75E-11 1.257E-08 1.818E-05 -7.685E-10 3896.1066 -7.350E-041.920 7.62E-12 1.523E-07 4.969E-07 -4.873E-10 3896.1362 -1.493E-04

1.960 -1.49E-12 5.291E-08 -1.906E-06 -1.374E-10 3896.1151 2.915E-052.000 -3.38E-12 0.0000 0.0000 -4.722E-11 3896.1039 6.617E-05

Output Verification:

Computed forces and moments are within specified convergence limits.

Output Summary for Load Case No. 1:

Pile-head deflection = .00158252 mComputed slope at pile head = -5.42101E-18Maximum bending moment = -.23203531 kN- mMaximum shear force = .85000000 kNDepth of maximum bending moment = 0.000 m

Depth of maximum shear force = 0.000 mNumber of iterations = 7

4 PAGE


24/37

GTL5(T1)-32mm-rev.lpoNumber of zero deflection points = 5

------------------------------------------------------------------------------Summary of Pile-head Response------------------------------------------------------------------------------

Definition of symbols for pile-head boundary conditions:

y = pile-head displacment, mM = pile-head moment, kN- mV = pile-head shear force, kNS = pile-head slope, radiansR = rotational stiffness of pile-head, m- kN/rad

BC Boundary Boundary Axial Pile Head Maximum MaximumType Condition Condition Load Deflection Moment Shear

1 2 kN m m- kN kN

---- ------------ ------------ ----------- ----------- ----------- -----------2 V= .850000 S= 0.000 15.0000 .001583 -.2320 .8500

The analysis ended normally.

5 PAGE


25/37

GTL5(T1)-50mm-rev.lpo==============================================================================




==============================================================================


BH




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

Date: November 13, 2012 Time: 4:44: 4

------------------------------------------------------------------------------Problem Title

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

GTL5. TYPE2

------------------------------------------------------------------------------Program Options

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




Computation Options:- Only internally-generated p-y curves used in analysis- Analysis does not use p-y multipliers (individual pile or shaft action only)- Analysis assumes no shear resistance at pile tip- Analysis for fixed-length pile or shaft only- No computation of foundation stiffness matrix elements- Output pile response for full length of pile- Analysis assumes no soil movements acting on pile- Additional p-y curves computed at specified depths



1 PAGE


26/37







----- --------- ----------- ---------- ---------- -----------1 0.0000 .10000000 7.72000E-07 .007850 84100000.000

2 2.3000 .10000000 7.72000E-07 .007850 84100000.000


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








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



----- ---------- ----------------1 .00 18.000002 1.50 18.000003 1.50 21.000004 2.30 21.000005 2.30 21.00000

6 3.00 21.00000

2 PAGE


27/37



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



----- -------- ---------- ------------------ ------ ------1 .000 .00000 30.00 ------ ------2 1.500 .00000 30.00 ------ ------3 1.500 19600.00000 .00 ------ ------4 2.300 19600.00000 .00 ------ ------5 2.300 19600.00000 .00 ------ ------6 3.000 19600.00000 .00 ------ ------

Notes:


------------------------------------------------------------------------------Loading Type

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



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


Load Case Number 1

Pile-head boundary conditions are Shear and Slope (BC Type 2)Shear force at pile head = 2.900 kNSlope at pile head = .000 m/ mAxial load at pile head = 80.000 kN


------------------------------------------------------------------------------Output of p-y Curves at Specified Depths

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

p-y curves are generated and printed for verification at 1 depths.

Depth Depth Below Pile Head Depth Below Ground SurfaceNo. m m

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

1 .000 .000

3 PAGE


28/37

GTL5(T1)-50mm-rev.lpoDepth of ground surface below top of pile = .00 m

p-y Curve in Sand Computed Using Reese Criteria

Soil Layer Number = 1

Depth below pile head = .000 mDepth below ground surface = .000 mEquivalent Depth (see note) = .000 mPile Diameter = .100 mAngle of Friction = 30.000 deg.Avg. Eff. Unit Weight = 18.00000 kN/ m**3k = 6786.180 kN/m3A (static) = 2.8300B (static) = 2.1400Pst = .000 kN/ mPsd = .000 kN/ mPs = .000 kN/ mpu = .000 kN/ mCbar = 1871.4767n = 1.6447

m = 13967.6485yk = .2000 mym = .0017 myu = .0038 mp-multiplier = 1.00000y-multiplier = 1.00000

If Psd


29/37

GTL5(T1)-50mm-rev.lpo(Zero slope for this load indicates fixed-head conditions)

Depth Deflect. Moment Shear Slope Total Soil ResX y M V S Stress pm m kN- m kN Rad. kN/ m**2 kN/ m

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

0.000 .002960 -1.1814 2.9000 -3.253E-17 86707.9185 0.0000.04000 .002946 -1.0643 2.8887 -6.918E-04 79119.5387 -.5672.08000 .002905 -.9459 2.8530 -.001311 71454.0485 -1.2168.120 .002841 -.8276 2.7915 -.001857 63793.8738 -1.8593.160 .002756 -.7107 2.7056 -.002331 56220.6990 -2.4339.200 .002654 -.5963 2.5983 -.002734 48808.9907 -2.9296.240 .002538 -.4853 2.4734 -.003067 41624.7317 -3.3150.280 .002409 -.3788 2.3346 -.003333 34722.0196 -3.6278.320 .002271 -.2772 2.1834 -.003535 28146.8837 -3.9298.360 .002126 -.1815 2.0204 -.003677 21943.5834 -4.2190.400 .001977 -.092072 1.8492 -.003761 16154.3188 -4.3448.440 .001825 -.009456 1.6664 -.003792 10803.5321 -4.7948.480 .001673 .065507 1.4667 -.003775 14433.7579 -5.1902.520 .001523 .1320 1.2554 -.003714 18742.6691 -5.3754.560 .001376 .1897 1.0432 -.003615 22477.6801 -5.2306

.600 .001234 .2386 .8381 -.003483 25646.4410 -5.0249.640 .001098 .2790 .6423 -.003323 28264.0120 -4.7676

.680 9.68E-04 .3113 .4576 -.003142 30351.8963 -4.4680

.720 8.46E-04 .3358 .2855 -.002942 31937.0250 -4.1356

.760 7.33E-04 .3530 .1272 -.002730 33050.7219 -3.7797

.800 6.28E-04 .3634 -.016596 -.002509 33727.6720 -3.4094

.840 5.32E-04 .3677 -.1454 -.002284 34004.9159 -3.0332

.880 4.45E-04 .3664 -.2593 -.002058 33920.8912 -2.6590

.920 3.67E-04 .3601 -.3584 -.001834 33514.5355 -2.2941

.960 2.99E-04 .3495 -.4431 -.001616 32824.4657 -1.94481.000 2.38E-04 .3350 -.5144 -.001405 31888.2440 -1.61641.040 1.86E-04 .3173 -.5730 -.001204 30741.7401 -1.31361.080 1.42E-04 .2969 -.6200 -.001015 29418.5939 -1.03991.120 1.05E-04 .2742 -.6568 -8.388E-04 27949.7839 -.79771.160 7.48E-05 .2497 -.6845 -6.774E-04 26363.3031 -.5886

1.200 5.08E-05 .2238 -.7045 -5.316E-04 24683.9415 -.41331.240 3.22E-05 .1967 -.7182 -4.021E-04 22933.1775 -.27141.280 1.86E-05 .1689 -.7269 -2.894E-04 21129.1727 -.16151.320 9.09E-06 .1404 -.7317 -1.941E-04 19286.8707 -.0814541.360 3.06E-06 .1116 -.7339 -1.165E-04 17418.1954 -.0282231.400 -2.27E-07 .082469 -.7345 -5.673E-05 15532.3472 .0021581.440 -1.48E-06 .053192 -.7341 -1.494E-05 13636.1922 .0144631.480 -1.42E-06 .023834 -.7336 8.792E-06 11734.7440 .0142821.520 -7.77E-07 -.005548 -.4288 1.443E-05 10550.4331 15.22191.560 -2.68E-07 -.010565 -.019341 9.461E-06 10875.3342 5.25271.600 -1.97E-08 -.007156 .093439 4.003E-06 10654.5695 .38641.640 5.22E-08 -.003115 .080701 8.384E-07 10392.8510 -1.02331.680 4.74E-08 -7.055E-04 .041670 -3.386E-07 10236.7761 -.92821.720 2.51E-08 2.205E-04 .013257 -4.880E-07 10205.3639 -.49241.760 8.32E-09 3.582E-04 1.476E-04 -3.097E-07 10214.2833 -.1631

1.800 3.46E-10 2.343E-04 -.003250 -1.272E-07 10206.2570 -.0067841.840 -1.85E-09 9.905E-05 -.002658 -2.451E-08 10197.4978 .0363511.880 -1.61E-09 2.177E-05 -.001299 1.271E-08 10192.4929 .0316441.920 -8.38E-10 -4.917E-06 -3.372E-04 1.790E-08 10191.4012 .0164211.960 -1.82E-10 -5.322E-06 6.264E-05 1.475E-08 10191.4275 .0035732.000 3.42E-10 0.0000 0.0000 1.311E-08 10191.0828 -.006705




Pile-head deflection = .00296026 m

Computed slope at pile head = -3.25261E-17Maximum bending moment = -1.18141994 kN- m

5 PAGE


30/37

GTL5(T1)-50mm-rev.lpoMaximum shear force = 2.90000000 kNDepth of maximum bending moment = 0.000 mDepth of maximum shear force = 0.000 mNumber of iterations = 8Number of zero deflection points = 4

------------------------------------------------------------------------------Summary of Pile-head Response

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




1 2 kN m m- kN kN---- ------------ ------------ ----------- ----------- ----------- -----------

2 V= 2.900 S= 0.000 80.0000 .002960 -1.1814 2.9000


6 PAGE


31/37

GTL5(T1)-65mm-rev.lpo==============================================================================




==============================================================================


BH




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

Date: November 13, 2012 Time: 4:44:47

------------------------------------------------------------------------------Problem Title

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

GTL5. TYPE3

------------------------------------------------------------------------------Program Options

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




Computation Options:- Only internally-generated p-y curves used in analysis- Analysis does not use p-y multipliers (individual pile or shaft action only)- Analysis assumes no shear resistance at pile tip- Analysis for fixed-length pile or shaft only- No computation of foundation stiffness matrix elements- Output pile response for full length of pile- Analysis assumes no soil movements acting on pile- No additional p-y curves to be computed at user-specified depths



1 PAGE


32/37







----- --------- ----------- ---------- ---------- -----------1 0.0000 .12700000 2.08000E-06 .012670 84100000.000

2 2.4000 .12700000 2.08000E-06 .012670 84100000.000


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








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



----- ---------- ----------------1 .00 18.000002 1.50 18.000003 1.50 21.000004 2.40 21.000005 2.40 21.00000

6 3.00 21.00000

2 PAGE


33/37



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



----- -------- ---------- ------------------ ------ ------1 .000 .00000 30.00 ------ ------2 1.500 .00000 30.00 ------ ------3 1.500 19600.00000 .00 ------ ------4 2.400 19600.00000 .00 ------ ------5 2.400 19600.00000 .00 ------ ------6 3.000 19600.00000 .00 ------ ------

Notes:


------------------------------------------------------------------------------Loading Type

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



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


Load Case Number 1

Pile-head boundary conditions are Shear and Slope (BC Type 2)Shear force at pile head = 8.300 kNSlope at pile head = .000 m/ mAxial load at pile head = 120.000 kN


------------------------------------------------------------------------------Computed Values of Load Distribution and Deflection

for Lateral Loading for Load Case Number 1------------------------------------------------------------------------------

Pile-head boundary conditions are Shear and Slope (BC Type 2)Specified shear force at pile head = 8.300 kNSpecified slope at pile head = 0.000E+00 m/ mSpecified axial load at pile head = 120.000 kN

(Zero slope for this load indicates fixed-head conditions)

Depth Deflect. Moment Shear Slope Total Soil ResX y M V S Stress p

3 PAGE


34/37

GTL5(T1)-65mm-rev.lpom m kN- m kN Rad. kN/ m**2 kN/ m

-------- --------- ----------- ----------- ----------- ----------- -----------0.000 .006202 -4.3355 8.3000 3.253E-17 141828.6816 0.0000.04000 .006182 -4.0011 8.2844 -9.531E-04 131620.4672 -.7800.08000 .006126 -3.6636 8.2350 -.001829 121316.2820 -1.6876.120 .006036 -3.3247 8.1485 -.002628 110971.7679 -2.6391

.160 .005916 -2.9865 8.0241 -.003350 100644.7582 -3.5791.200 .005768 -2.6507 7.8634 -.003995 90392.5046 -4.4596

.240 .005596 -2.3191 7.6680 -.004563 80269.2681 -5.3115

.280 .005403 -1.9934 7.4404 -.005056 70327.7696 -6.0681

.320 .005192 -1.6753 7.1851 -.005475 60615.8803 -6.6969

.360 .004965 -1.3660 6.9026 -.005823 51174.9742 -7.4276

.400 .004726 -1.0672 6.5902 -.006101 42051.1059 -8.1918

.440 .004477 -.7803 6.2494 -.006312 33291.6159 -8.8479

.480 .004221 -.5066 5.8856 -.006460 24938.1674 -9.3394

.520 .003960 -.2474 5.5028 -.006546 17023.9386 -9.8003

.560 .003697 -.003568 5.0963 -.006574 9580.1287 -10.5286

.600 .003434 .2234 4.6623 -.006549 16291.9037 -11.1696

.640 .003173 .4323 4.2043 -.006474 22668.4720 -11.7290

.680 .002916 .6219 3.7231 -.006354 28457.6404 -12.3317

.720 .002665 .7911 3.2192 -.006192 33623.6113 -12.8642

.760 .002421 .9389 2.7122 -.005994 38134.7064 -12.4857.800 .002185 1.0657 2.2252 -.005765 42004.4646 -11.8644

.840 .001960 1.1723 1.7645 -.005509 45258.9861 -11.1708

.880 .001745 1.2597 1.3327 -.005231 47928.5771 -10.4187

.920 .001541 1.3291 .9319 -.004935 50047.0443 -9.6218

.960 .001350 1.3816 .5636 -.004625 51650.9873 -8.79361.000 .001171 1.4186 .2288 -.004305 52779.0983 -7.94741.040 .001005 1.4413 -.072096 -.003978 53471.4766 -7.09561.080 8.53E-04 1.4510 -.3390 -.003648 53768.9655 -6.25061.120 7.14E-04 1.4492 -.5725 -.003316 53712.5171 -5.42361.160 5.88E-04 1.4370 -.7735 -.002986 53342.5896 -4.62531.200 4.75E-04 1.4160 -.9433 -.002660 52698.5820 -3.86561.240 3.75E-04 1.3871 -1.0837 -.002339 51818.3073 -3.15371.280 2.88E-04 1.3517 -1.1967 -.002026 50737.5075 -2.49771.320 2.13E-04 1.3108 -1.2848 -.001722 49489.4112 -1.9051

1.360 1.50E-04 1.2655 -1.3505 -.001427 48104.3343 -1.38251.400 9.85E-05 1.2165 -1.3969 -.001143 46609.3231 -.93581.440 5.83E-05 1.1647 -1.4270 -8.712E-04 45027.8405 -.56991.480 2.88E-05 1.1107 -1.4442 -6.111E-04 43379.4938 -.28921.520 9.43E-06 1.0550 -5.1471 -3.635E-04 41679.8027 -184.85651.560 -2.83E-07 .7024 -8.7333 -1.625E-04 30915.2288 5.54401.600 -3.57E-06 .3579 -7.2221 -4.132E-05 20397.9224 70.01931.640 -3.59E-06 .1250 -4.4151 1.390E-05 13288.7971 70.32981.680 -2.46E-06 .004574 -2.0441 2.872E-05 9610.8242 48.22241.720 -1.29E-06 -.038751 -.5737 2.481E-05 10654.2088 25.29491.760 -4.75E-07 -.041561 .1185 1.563E-05 10740.0011 9.31451.800 -4.00E-08 -.029422 .3205 7.516E-06 10369.4256 .78481.840 1.26E-07 -.015996 .2868 2.323E-06 9959.5299 -2.47021.880 1.46E-07 -.006504 .1802 -2.496E-07 9669.7573 -2.85751.920 1.06E-07 -.001577 .081477 -1.174E-06 9519.3451 -2.0788

1.960 5.19E-08 2.523E-05 .019554 -1.351E-06 9471.9619 -1.01732.000 -2.02E-09 0.0000 0.0000 -1.348E-06 9471.1918 .039622




Pile-head deflection = .00620225 mComputed slope at pile head = 3.25261E-17Maximum bending moment = -4.33548943 kN- mMaximum shear force = -8.73334657 kNDepth of maximum bending moment = 0.000 m

Depth of maximum shear force = 1.56000000 mNumber of iterations = 10

4 PAGE


35/37

GTL5(T1)-65mm-rev.lpoNumber of zero deflection points = 3

------------------------------------------------------------------------------Summary of Pile-head Response------------------------------------------------------------------------------




1 2 kN m m- kN kN

---- ------------ ------------ ----------- ----------- ----------- -----------2 V= 8.300 S= 0.000 120.0000 .006202 -4.3355 -8.7333


5 PAGE


36/37

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446

Thixotropic epoxy mortar and adhesive for high build applications

DESCRIPTIONDESCRIPTIONDESCRIPTIONDESCRIPTION

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 is a thixotropic paste adhesive

based on a two component solvent free epoxy resin

system. CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 is designed as a structural

adhesive and may be used to bond precast elements and

segments. The consistency of the material ensures that

minor variations in the bonding surfaces can be catered

for without compromising the strength of the bond.

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 may also be used as a polymer

repair mortar and will bond to a wide variety of building

and construction materials including concrete, masonry,timber and metals.

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 is ideally suited to applications in the

water treatment industry and is approved for contact with

potable water tested to AS 4020.

The individual product components A and B have been

pigmented to provide a visual aid to mixing.

RECOMMENDED FORRECOMMENDED FORRECOMMENDED FORRECOMMENDED FOR

Structural bonding of precast elements Fixing injection ports for crack injection Bonding a wide variety of building and construction

materials

As a repair mortar, may be mixed with kiln dried sandsfor deep repairs (>25mm)

Repair/bonding applications in potable waterapplications

Abrasion resistant lining or repairFEATURES AND BENEFITSFEATURES AND BENEFITSFEATURES AND BENEFITSFEATURES AND BENEFITS

Solvent freeSolvent freeSolvent freeSolvent free Excellent adhesionExcellent adhesionExcellent adhesionExcellent adhesion Can be applied toCan be applied toCan be applied toCan be applied to damp substratesdamp substratesdamp substratesdamp substrates Components pigmented to aid mixingComponents pigmented to aid mixingComponents pigmented to aid mixingComponents pigmented to aid mixing PrePrePrePre----proportionedproportionedproportionedproportioned Appl icable at low temperaturesAppl icable at low temperaturesAppl icable at low temperaturesAppl icable at low temperatures Will bond to most substratesWill bond to most substratesWill bond to most substratesWill bond to most substrates Approved

ApprovedApprovedApproved AS/NZS 4020:2002

AS/NZS 4020:2002AS/NZS 4020:2002AS/NZS 4020:2002 for contact with

for contact withfor contact withfor contact with

potable waterpotable waterpotable waterpotable water

PERFORMANCE DATA (Typical)PERFORMANCE DATA (Typical)PERFORMANCE DATA (Typical)PERFORMANCE DATA (Typical)

Compressive strength

Tensile strength

Flexural strength

Bond strength to : concrete

steel

70 MPa (7 days)

14 MPa (7days)

38 MPa (7 days)

>2.5 MPa (7 days)

14 MPa (7 days)

NOTE:NOTE:NOTE:NOTE: The data shown is based on controlled laboratory

tests. Reasonable variations from the results can be

expected in practice.

PROPERTIESPROPERTIESPROPERTIESPROPERTIES

Part APart APart APart A Part BPart BPart BPart B MixedMixedMixedMixed

Form

Colour

Specific Gravity

Mix Ratio (w/w)

Paste

White

2

Paste

Black

1

Paste

Grey

1.6

Application

temperature range

5-40C

APPLICATION DIRECTIONSAPPLICATION DIRECTIONSAPPLICATION DIRECTIONSAPPLICATION DIRECTIONS

Substrate conditionSubstrate conditionSubstrate conditionSubstrate condition

Surfaces must be free of dirt, dust, paint, grease, oil, rust

or other contaminants. Surfaces may be dry or damp.

Mechanical methods are preferred for surface preparation

of metals, concrete, stone and rigid plastics. Where this is

not possible consult BASF regarding alternative methods

such as acid etching or waterblasting. Small holes (bug

holes) can be prefilled using CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 mixed

with clean dry sand.

MixingMixingMixingMixing

Mix Part A thoroughly, add Part B and blend thoroughly

using a slow speed (max. 600 rpm) mixer fitted with a

helical (e.g. jiffy) paddle. Mix for at least 3 minutes until

the blend is uniform and streak free.

Method of useMethod of useMethod of useMethod of use

As an adhesiveAs an adhesiveAs an adhesiveAs an adhesive

Immediately spread the mixture over the surface and

promptly place other surface to be adhered into tight

contact. Use clamps where necessary until hardened.

As a patching mortarAs a patching mortarAs a patching mortarAs a patching mortar

Pack tightly into cracks, spalls, etc. with a clean trowel or

putty knife. Wipe the trowel with a damp cloth frequently

to aid finishing. CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 can be ground after

cure. Kiln dried sand may be added for thicknessesgreater than 25mm, or where a stiffer mix is required at a

rate of 2 parts sand to 1 part CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446. Primer

(such as CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 2525252525252525) is required as first coat of

system with this extension of aggregate.

CURINGCURINGCURINGCURING

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 is tack free in approximately 12

hours. Full strength is attained after 7 days at 23C -

longer at lower temperatures.

POT LIFEPOT LIFEPOT LIFEPOT LIFE

Pot life will vary depending on the quantity mixed and

ambient temperature. CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 has a pot life

of approximately 30 minutes at 23C.


37/37

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446

ESTIMATING DATAESTIMATING DATAESTIMATING DATAESTIMATING DATA

1.6Kg of CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 will cover approximately

1m at 1mm of thickness.

Estimated yield of a 3kg kit is 1.9L, and a 15kg kit is 9.5L

CLEANINGCLEANINGCLEANINGCLEANING

Use Thinner No. 1Thinner No. 1Thinner No. 1Thinner No. 1 to clean equipment and tools before

the material hardens.

SHESHESHESHELF LIFELF LIFELF LIFELF LIFE

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 can be stored under cover in tightly

closed original containers for 12 months at moderate

temperatures.

PACKAGINGPACKAGINGPACKAGINGPACKAGING

CONCRESIVECONCRESIVECONCRESIVECONCRESIVE 1446144614461446 is a two component system

available in two kit sizes.

KITKITKITKIT PART APART APART APART A PART BPART BPART BPART B

3kg 2kg 1kg

15kg 10kg 5kg

PRECAUTIONSPRECAUTIONSPRECAUTIONSPRECAUTIONS

READ ALL SAFETY DIRECTIONS AND WARNINGS ONREAD ALL SAFETY DIRECTIONS AND WARNINGS ONREAD ALL SAFETY DIRECTIONS AND WARNINGS ONREAD ALL SAFETY DIRECTIONS AND WARNINGS ON

TINS BEFORE USE. REFER TO MATERIAL SAFETYTINS BEFORE USE. REFER TO MATERIAL SAFETYTINS BEFORE USE. REFER TO MATERIAL SAFETYTINS BEFORE USE. REFER TO MATERIAL SAFETY

DATA SHEET FOR HANDLING PROCEDURES.DATA SHEET FOR HANDLING PROCEDURES.DATA SHEET FOR HANDLING PROCEDURES.DATA SHEET FOR HANDLING PROCEDURES.

1) As with all epoxy products, wear protective overalls

and gloves - prolonged contact with skin should be

avoided as it could produce dermatitis, particularly

with people whose skin may be sensitive to epoxy

resin systems.

2) Ensure adequate ventilation.

3) Mix entire contents of each unit as supplied. Do not

attempt to split units unless accurate measuring can

be assured.4) Do not use at temperatures of less than 5 C unless

artificial means of heating can be used to assist cure.

During cold weather Part A should be pre-warmed to

between 20C and 30C.

For the full health and safety hazard information and how

to safely handle and use this product, please make sure

that you obtain a copy of the BASF Material Safety DataMaterial Safety DataMaterial Safety DataMaterial Safety Data

Sheet (MSDSSheet (MSDSSheet (MSDSSheet (MSDS) from our office or our website.

ACc1446/ACc1446/ACc1446/ACc1446/11111111////1111111111111111

STATEMENT OFSTATEMENT OFSTATEMENT OFSTATEMENT OF

RESPONSIBILITYRESPONSIBILITYRESPONSIBILITYRESPONSIBILITY

The technical information and application advice given in this BASFBASFBASFBASF publication are based on the presentstate of our best scientific and practical knowledge. As the information herein is of a general nature, noassumption can be made as to a product's suitability for a particular use or application and no warranty as toits accuracy, reliability or completeness either expressed or implied is g iven other than those required by law.

The user is responsible for checking the suitability of products for their intended use.

NOTENOTENOTENOTE

Field service where provided does not constitute supervisory responsibility. Suggestions made by

BASFBASFBASFBASF either orally or in writing may be followed, modified or rejected by the owner, engineer or contractor

since they, and not BASFBASFBASFBASF, are responsible for carrying out procedures appropriate to a specific application.

BASF Australia LtdBASF Australia LtdBASF Australia LtdBASF Australia Ltd

A.B.N. 62008437867

Head Office: 11 Stanton Road Seven Hills, NSW 2147Ph. (02) 8811 4200

Newcastle (02) 4961 3819

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BASFBASFBASFBASF New ZealandNew ZealandNew ZealandNew Zealand LtdLtdLtdLtd Head Office: 45 William Pickering Drive, Albany, Auckland Ph: (09) 414 7233

BASF WEB SITESBASF WEB SITESBASF WEB SITESBASF WEB SITES www.basf-cc.com.au www.basf-cc.co.nz www.meyco.basf.com

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