49238035-jkr(spec si)

Page 1

Pile Design Report

Cawangan Jalan, Ibu Pejabat JKR, K.L

Sample Design CalculationsFor Micropiles in Kenny

Hill Formation

Generalized Subsoil Profile

- Generally flat terrain

- Subsoil profile:0-3m, silty SAND, SPT=1- 53-6m, silty SAND, SPT= 15 - 50 6-20m, highly weathered sandstone

FOR INTERNAL USE ONLY

Mild Steel Capping PlateL = 350mmB = 350mmThickness = 10mm

Mild Steel Stiffeners

Pile Boring

API Pipe

Cementitious Grout

Safe Working Load

Thickness = 10mm

Diameter = 200mm

O.D. = 127.0mmThickness = 9.2mmfy (min) = 552 MpaGrade = N-80

W/c = 0.45Fcu = 25 Mpa

Pa = 80 tonnesLsocket = 20m

Schematic Detail

Soil becoming weathered rock

L = 20.0m

Page 2

Pile Design Report


Subject : Micropile Design

1.0 Material Properties1.1 Basic Dimensions and Properties1.1.1 Micropile Diameter, D = 200mm1.1.2 Pile Composite Modulus Ep = 41 GPa1.1.3 Moment of Inertia, Ip = 7.85E+07 mm^4

1.2 Cementitious Grout1.2.1 Max. water/cement ratio = 0.451.2.2 Anti-shrink / Additives = Adogroud 100g 150kg bag1.2.3 Grout Area. Ac = 45686 mm"21.2.4 28 day Comp. Strength, Fcu' = 25 MPa1.2.5 Density = 2000 kg /M^31.2.6 Elastic Modulus. Ec = 28 GPa

1.3 API Pipe Reinforcement1.3.1 Source =1.3.2 Outer Diameter, OD = 127 mm1.3.3 Wall Thickness. t = 9.19 mm1.3.4 Inner Diameter. ID = 108.62 mm1.3.5 Cross Sectional Area, As = 3401 mm^21.3.6 API Specification = 5A-801.3.7 Grade Designation = N-801.3.8 Mm. Yield Strength, fy = 552 MPa1.3.9 Elastic Modulus. Es = 210 GPa

1.4 Compliance with British Standards Designed Req. Min. Source (Max)

1.4.1 Working Grout/API Pipe Bond (MPa) 0.8 12 BS81101.4.2 Grout Characteristic Strength, fcu (MPa) 25 20 BS80041.4.3 Cement content (kg/m"3) 400 00 BS80041.4.4 Grout working compressive stress,0.4fcu/FoS 0.2 x fcu 0.25 x fcu BS8004

1.5 Minimum Factors of Safety1.5.1 Against Structural Failure = 2.001.5.2 Against Buckling Failure = 1.601.5.3 Against Geotech. Failure = 2.00 Skin Friction1.5.4 Against Geotech. Failure = 2.50 End Bearing

2.0 Structural DesignAssuming that the applied vertical load is carried by the API Pipe alone.

2.1 Ultimate Load Capacity Pu = 0.87 x fy x As = 1633450 N = 1633.5 kN = 163.3 tonnes

Use the Factor of Safety prescribed in Section 1.5 on Plate 22.2 Allowable Load Capacity Pa = 82 tonnes


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Pile Design Report


2.3 Design Safe Working LoadSWL = 80 tonnes

3.0 Geotechnical DesignRefer Piler Analysis for derivation of Geotechnical Safe Working Load -Appendix ......

3.1 Design Length3.1.1 Safe Working Load per Pile P = 800 kN3.1.2 Nominal Diameter D = 200 mm3.1.3 Embedment Ls = 20.0 m

3.2 Grout l API Pipe Bond3.2.1 Ultimate Grout Pipe - Bond Stress, t (u) = 2.0 MPa3.2.2 Factor of Safety = 2.53.2.3 Working Bond Stress, t (w) = 0.8 MPa3.2.4 Req'd API Pipe Embedment in Grout = 2.5 m

< 20.0 mTherefore, adopted socket length is OK

4.0 Buckling (Pile Slenderness) Analysis not appropriate for Kenny Hill Formation

4.1 Pile End Conditions (Unfilled Cavities)4.1.1 Pile Top (at Pilecap Level) = Fixed4.1.2 Pile Base (at Rock Head Level) = Fixed4.1.3 Ass. length in unfilled cavity L assumed = 1 m4.1.4 Effective Length - 0.7 x L L eff. = 0.7 m

4.2 Eucler's Buckling Load (Unfilled Cavities)4.2.1 Effective radius r =41.84.2.2 Euler Critical Load Pe =@pi^2 - Ep l(Lelr)^2 = 1428 kN

FOS available =9.78 OK

4.3 Elastic Buckling Load of Pile embedded in Overburden (ie Winkler Medium)4.3.1 Average SPT in Overburden soils,N = 504.3.2 Est. Und. Cohesion Overburden soils, Cu = 6 ' N kPa 300 kPa 4.3.3 Modulus of Horiz. Subgrade Reaction, kh'c = 67*Cu

20100 kPa = 20.1 MPa 4.3.4 Elastic Buckling Load, Pcr = 2 x @sgrt (Ep x Ip x kh x d)

= 16014 kN4.3.5 FOS available = 20.02 OK

5.0 Rate of Corrosion of Reinforcement5.1 Ex Oil Drill API Pipe Reinforcement5.1.1 Outer Diameter O.D. = 127.0 mm5.1.2 Wall Thickness t = 9.2 mm5.1.3 Internal Diameter I.D. = 108.6 mm5.1.4 Cross sectional Area As = 3401 mm^25.1.5 API Specification = 5A-805.1.6 Grade Designation = N-805.1.7 Min Yield Strength fy = 552 MPa


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Pile Design Report


5.1.8 Elastic Modulus Es = 210 GPa5.1.9 Allowable Axial Working Stress (Clause 7.4.6.3.1 BS8004)

Fa = 50% of Yield Strength = 276 MPa

5.2 Design for allowable corrosion as for sheetpiles w/o grout/concrete protection

5.2.1 Allowable corrosion rate = 0.01 mm/year5.2.2 Max. pile axial load Pa = 800 kN5.2.3 Req'd Steel Area Asc = 2899 mm^25.2.4 Min. OD of API Pipe O.D. = 124.5 mm5.2.5 Allowable Corrosion Period Tc = 255 years

Summary

No additional reinforcement required, Tc > Design Life of 50 years.

6.0 Pilehead Capping DetailsSafe Working Load = 800 kN

6.1 Capping Plate Size6.1.1 Assume characteristic strength of pileca f cu = 25 MPa6.1.2 Permissible direct compressive stress fcu13.65 = 6.85 MPa6.1 3 Req'd bearing area of capping plate = 116800 mm^2

Adopt plate of dimmensions (mm) 350 x 350 OK

6.2 Thickness of Stiffners6.2.1 Allowable Axial Compressive Stress = 155 MPa

(Table 17 (a). BS449 : Part 2: 1969)6.2.2 Contact Area of API Pipe on Capping Plate = 3401 mm^26.2.3 Stiffener projection beyond API pipe OD = 184 mm6.2.4 Required thickness of MS Stiffeners t(s) = 2.4 mm

Adopt 10 mm (4No. MS Stiffeners)

6.3 Thickness of Capping Plate6.3.1 Allow Shear Stress on Capping Plate = 125 MPa

(Table 10. BS449:Part 2:1969)6.3.2 Effect. Punching Shear Shear Perimeter = OD of API Pipe + Perimeter

- 8 x thickness of stiffeners = 1599 mm

6.3.3 Required Thickness of Capping Plate = 4.0 mm Adopt 10 mm

6.4 Allowable Bearing Stress on Capping Plate6.4.1 Allow. Bearing Stress on Capping Plate = 210 MPa

(Table 9. BS449:Part 2:1969)6.4.2 Proj. Bearing Area (API + Stiffeners) = 10761 mm^26.4.3 Actual Bearing Stress = 74 MPa

< All. Bearing Stress, OK


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Pile Design Report


6.5 Check Stiffeners for Buckling6.5.1 Bearing Area of API Pile = 3401 mm^26.5.2 Bearing Area of 4No. Stiffeners = 7359 mm^2

Assume uniform distribution of Pile Axial Load,6.5.3 Compressive Load per Stiffener = 136.8 kN6.5.4 Pile head Embedment into Pilecap = 150 mm6.5.5 Assume Stiffener Depth, d = 140 mm

(Conservative Estimate)6.5.6 Slenderness Ratio of Stiffener

d ' @sgrt(3)1 thickness of stiffener = 24.26.5.7 Allow. Compressive Stress = 146 MPa

(Table 17(a). BS449)6.5.8 Allow. Buckling Load on Stiffener = 268.6 kN '

> Compressive Load of Stiffener, OK

6.6 Check Bearing on API PipeMoment equilibrium about intersection of Capping Plate and API Pipe,

6.6.1 Bearing Force on API Pipe = 180 kN6.6.2 Assume material for API Pipe to be equivalent to G55 steel,6.6.3 Allow. Bearing Stress = 320 MPa6.6.4 Allow Bearing Load = 448 kN

> Actual Bearing Force, OK

6.7 Fillet Weld Design (Stiffener to API Pipe)6.7.1 Weld Length per Stiffener = 2 x d

= 280 mm per stiffener6.7.2 Req'd Shear Load Capacity for weld = 0.49 kN/mm

Adopt 7 mm Fillet Weld


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Pile Design Report


Design Report

1. IntroductionThis report presents the design criteria and design calculations for pile foundation for Interchange 3 of Project B 15 Road Upgrading Works.

Interchange 3 is a cloverleaf interchange with arch shaped R.C bridge as shown below

From structural analysis the compression load coming over the piles from one half of the bridge is 12600 ton while the other half is 2800 ton in tension.

2. Site ConditionThe topograph of the site is rolling to undulating. The subsoil condition is generalized as shown above.

The top 12m to 16m from the OGL of the residual soil is clayey silt with SPT 6-39 (average SPT=20): This is underlain by hard clayey silt sith SPT exceeding 50 up to 28m bgi.

3. AnalysisShallow foundation is not suitable because part of the formation is on filled ground and alsopart of the foundation is in tension or high compression.Driven spun piles cannot or not practical to provide adequate tension required. Large diameter bored piles are suitable for high compression and tension required.

4. Design Calculations4.1 Compression piles

The allowable compression load carrying capacity of the single pile has been calculated based on the SPT 'N" values, using the following formula.


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Pile Design Report


Allowable load : Ab, af + As,fs3 2

Ab = base area (m2)

qf = unit base resistance= 400 Nb (in SI-unit), Meyerhof's Empirical Formula

Nb = average 'N' over 5m above and 3m below depth being considered (< 50)

As = Pile circumference area (m2)

fs = unit skin friction= 2 Nave (in SI-unit)

Nave = Average SPT value with depth

Factor of safety of base resistance = 3 to control settlementFactor of safety of friction resistance = 2

The detailed pile calculations are given in Appendix B.

4.2 Tension pilesThe allowable tension load carrying capacity of single pile has been calculated based on SPT 'N' values, using following formulaAllowable load = As . fs 2

As = Pile circumference area

fs = Unit skin friction= 2 Nave (in SI-unit)

Nave = Average SPT 'N' value with depth

Factory of safety against friction resistance = 2

The detailed pile calculations are given in Appendix B.

5. Design Calculations5.1 General

Diameter of Compression pile : 1500 mm with design load of 900 tonDiameter of Tension piles : 1200m with design load of 400 tonEstimated pile length = 19m socketing 3 times diameter into hard stratum of SPT> 50

5.2 Preliminary Load Tests AnalysisCompression load tests and pull out tests were carried out at the Interchange bridge site to assess the performance of the piles installed to the design lengths.


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Pile Design Report


(a) West AbutmentThe tension Test Piles (No.81) located on the west abutments satisfied the performance criteria. Based on Prof Chin's Stability Plot:

Ultimate load : 1141 tonne

Average Unit Shaft Friction : 16 tonne/m2

The compression Test Pile No. 15 located ont the west abutments satisfied criteria at work load and 2 x work load but just failed to satisfy the recovery criteria. Based on stability plot.

Ultimate capacity : 2,490 tonne

Ultimate Shaft capacity : 1,945 tonne

Mobilised Toe capacity : 548 tonne

Ultimate Unit Shaft Resistance : 39 tonne/m2

Mobilised Unit Toe Resistance : 310 tonne/m2

Based on these assessment, piles were constructed to following toe elevations: Compression Piles : RL 33.00(5m longer than Test Piles)

Tension Piles : RL 31.00 (same length as Test Pile)

(b) East AbutmentTension Pile No. 71 was tested. Pile satisfy the deflection criteria at working loadbut however failed to attain the 2 x working load without excessive movement. Based on Stability Plot, the following capacitities can be estimated:

Ultimate Shaft capacity : 624 tonne

Unit Shaft Resistance : 9 tonne/m2

This is much less than the 16.0 tonne/m2 value of tension pile No. 81. Based on the evaluated value of 9.0 tonne/m2, all remaining working tensionpiles are installed to RL 21.00 toe level, l O.Om longer than the test pile. Compression pile No. 65 was first tested. It failed to satisfy the performance criteria. Estimated capacities are:Ultimate capacity : 1600 tonne


Ultimate Toe capacity : 1041 tonne


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Pile Design Report


Unit Shaft Resistance : 12 tonne/m2

Mobilised Unit Toe Resistance589 tonne/m2 Based on above results, Test Pile No. 2 (Pile No.66) located 4.50m from P65 was installed to toe level RL 33.00 (5.Om longer). Theoretical ultimate capacity should be of the order of 1,900 tonnes. The test showed the following:Ultimate capacity : 1520 tonne


Mobilised Toe capacity : 790 tonne

Ultimate Unit Shaft Resistance : 10 tonne/m2

Mobilised Unit Shaft Resistance : 447 tonne/m2

These are less than values obtained from P65, indicating significant variation in the subsoil strength. Concreting procedures are satisfactory and concrete batch recordsand test indicate supplied concrete complied with the requirements of the specification. Concreting volume of pile does not indicate occurrence of collapse of borehole or necking. Since the pile was concrete immediately after boring, strength relaxation due to aging should not occured.Based on above, all remaining piles are to be installed to toe levels 23. Pile No. P52 willbe test to assess amount of pile head movement at working load and 2 x working load. Estimated ultimate capacity of piles to toe level RL 23.00 is order 2,100 tonnes.

(c) Results of loads tests carried out at Interchange No. 3 are shown in Figure T1 to T.


Page 10

Pile Design Report



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0H

ard

cla

yey s

ilt

SP

T 5

0

No

te:

42

2H

ard

cla

yey s

ilt

SP

T 5

0

1.

Co

rrecte

d N

= 1

5 +

0.5

(N

-15),

fo

r N

up

to

and

eq

ual to

4 t

imes N

=50

22

4H

ard

cla

yey s

ilt

SP

T 5

0

02

6H

ard

cla

yey s

ilt

SP

T 5

0

BH

-13

(West

sid

e)

BH

-13

(Eest

sid

e)

RD

Level 2

5.7

5m

UL

TIM

AT

E S

HA

FT

RE

SIS

TA

NC

EU

LT

IMA

TE

EN

D B

EA

RIN

G R

ES

IST

AN

CE

AL

LO

WA

BL

E L

OA

D

BH

-11(

West

sid

e)

Page 11

Pile Design Report



Ro

ad

B-1

5

A

pp

en

dix

B

PIL

E L

EN

GT

H E

ST

IMA

TIO

N A

LO

NG

TH

E I

NT

ER

CH

AN

GE

#3

(WE

ST

SID

E O

F T

HE

CE

NT

RE

LIN

E O

F T

HE

RO

AD

)

where

A

b =

b

ase a

rea (

m^2

)

q

f =

4

00

*Nb

(SI-

Unit

s)

N

b =

S

PT

valu

e at

base

A

s =

p

ile c

ircum

fere

nce (

m^2

)

f

s = 2

*Nave (

SI-

Unit

s)

N

ave =

a

vera

ge s

pt

valu

e w

ith d

ep

th

A

llo

wab

le lo

ad

= U

ltim

ate

lo

ad

alo

ng

base/3

.0 +

Ult

imate

lo

ad

alo

ng

shaft

/2.0

A

llo

wab

le lo

ad

= A

b*q

f/3

+ A

s*f

s/2

F

S f

or

base r

esis

tain

3.0

0

F

S f

or

fric

tio

nal re

s 2

.00

B

ore

d p

ile d

iam

ete

r 1.

20

mete

rsS

UB

SO

IL P

RO

FIL

E A

LO

NG

TH

E B

RID

GE

LO

CA

TIO

N

Re

du

ce

d

Db

SP

TC

orr

ec

ted

Av

era

ge

Red

uced

Le

ve

l(m

)D

ep

thN

NN

av

efs

=2

NA

sQ

sN

bq

f=4

00

Nb

Ab

Qb

Ba

se

S

ha

ftT

ota

l(k

N)

Level(

m)

26

00

00

00

04

160

01.

131

1810

60

30

60

36

8B

ori

ng

B

ori

ng

25

18

63

63

.77

23

518

00

1.13

12

03

66

79

116

90

66

Dep

th(m

)R

D L

evel 6

4.8

9m

Dep

th(m

)R

D L

evel 6

6.5

0m

24

28

64

87.5

46

05

216

01.

131

24

43

814

30

84

46

40

0

23

36

64

.59

11.3

110

26

24

00

1.13

12

714

90

551

956

62

2M

ed

cla

yey s

ilt

SP

T 1

62

Med

cla

yey s

ilt

SP

T 1

0

22

49

95.4

10.8

15.0

816

37

26

86

1.13

13

03

710

128

110

94

60

4M

ed

cla

yey s

ilt

SP

T 1

74

Med

cla

yey s

ilt

SP

T 1

1

21

59

96

1218

.85

22

67

29

00

1.13

13

28

010

93

113

120

658

6S

tiff

cla

yey s

ilt

SP

T 2

36

Sti

ff c

layey s

ilt

SP

T 1

2

20

611

116

.71

13.4

32

2.6

23

04

93

450

1.13

13

90

213

01

152

1452

56

8S

tiff

cla

yey s

ilt

SP

T 2

98

V.S

tiff

cla

yey s

ilt

SP

T 3

9

197

1111

7.2

514

.52

6.3

93

83

104

050

1.13

14

58

015

27

191

1718

54

10V

.So

ft c

layey s

ilt

SP

T 2

10V

.Sti

ff c

layey s

ilt

SP

T 3

9

188

1111

7.6

715

.33

30

.16

46

212

46

50

1.13

152

59

1753

23

119

84

52

12V

.So

ft c

layey s

ilt

SP

T 2

12H

ard

cla

yey s

ilt

SP

T 5

0

179

21

188

.717

.43

3.9

359

014

550

01.

131

62

20

20

73

29

52

36

950

14V

.So

ft c

layey s

ilt

SP

T 2

14H

ard

cla

yey s

ilt

SP

T 5

0

1610

21

189

.55

19.0

93

7.7

72

016

62

25

1.13

170

40

23

47

36

02

70

74

816

Hard

cla

yey s

ilt

SP

T 4

716

Hard

cla

yey s

ilt

SP

T 5

0

1511

31

23

10.6

72

1.3

34

1.4

78

85

18710

01.

131

80

30

26

77

44

23

119

46

18H

ard

cla

yey s

ilt

SP

T 5

018

Hard

cla

yey s

ilt

SP

T 5

0

1412

32

23

.511

.65

23

.31

45.2

410

54

20

78

75

1.13

18

90

62

96

952

73

49

64

42

0H

ard

cla

yey s

ilt

SP

T 5

02

0H

ard

cla

yey s

ilt

SP

T 5

0

1313

38

26

.512

.71

25.4

34

9.0

112

46

22

89

50

1.13

110

122

33

74

62

33

99

74

22

2H

ard

cla

yey s

ilt

SP

T 5

02

2H

ard

cla

yey s

ilt

SP

T 5

0

1214

38

26

.513

.63

27.2

752

.78

143

92

510

02

51.

131

113

38

3779

72

04

49

94

02

4H

ard

cla

yey s

ilt

SP

T 5

02

4H

ard

cla

yey s

ilt

SP

T 5

0

1115

50

32

.514

.81

29

.63

58

.55

1675

27

10750

1.13

112

158

40

53

83

84

89

03

82

6H

ard

cla

yey s

ilt

SP

T 5

02

6H

ard

cla

yey s

ilt

SP

T 5

0

1016

50

32

.515

.85

31.

71

60

.32

1912

29

114

75

1.13

112

978

43

26

956

52

82

36

28

Hard

cla

yey s

ilt

SP

T 5

02

8H

ard

cla

yey s

ilt

SP

T 5

0

917

50

32

.516

.78

33

.56

64

.09

215

13

514

075

1.13

115

918

53

06

1075

63

81

34

So

il Investi

gati

on P

h:ll

So

il Investi

gati

on P

h:l

818

50

32

.517

.61

35.2

16

7.8

62

38

94

216

650

1.13

118

83

16

277

119

574

72

32

719

50

75

20

.48

40

.95

71.

63

29

33

48

190

75

1.13

12

1573

719

114

67

86

58

30

Bo

ring

62

050

75

23

.07

46

.14

75.4

34

79

54

215

00

1.13

12

43

168

105

174

09

84

52

8D

ep

th(m

)

52

150

75

25.4

350

.86

79

.17

40

27

59

23

62

51.

131

26

719

89

06

20

1310

92

02

60

42

250

75

27.5

955.1

78

2.9

44

576

64

25750

1.13

12

912

39

70

82

28

811

99

62

42

Med

cla

yey s

ilt

SP

T 6

32

350

75

29

.56

59

.13

86

.71

512

770

278

75

1.13

13

152

810

50

92

56

313

072

22

4M

ed

cla

yey s

ilt

SP

T 9

22

450

75

31.

38

62

.76

90

.48

56

78

75

30

00

01.

131

33

92

911

310

28

39

1414

92

06

Sti

ff c

layey s

ilt

SP

T 7

12

550

75

33

.06

66

.12

94

.25

62

31

75

30

00

01.

131

33

92

911

310

311

614

42

518

8S

tiff

cla

yey s

ilt

SP

T 1

1

02

650

75

34

.61

69

.22

98

.02

678

575

30

00

01.

131

33

92

911

310

33

93

1470

216

10V

.Sti

ff c

layey s

ilt

SP

T

-12

750

75

36

.05

72

.11

101.

79

73

40

75

30

00

01.

131

33

92

911

310

36

70

149

80

1412

V.S

tiff

cla

yey s

ilt

SP

T

-22

850

75

37.4

74

.79

105.5

678

95

75

30

00

01.

131

33

92

911

310

39

47

152

57

1214

V.S

tiff

cla

yey s

ilt

SP

T

-32

950

75

38

.65

77.3

109

.33

84

51

75

30

00

01.

131

33

92

911

310

42

26

1553

510

16H

ard

cla

yey s

ilt

SP

T 5

0

-43

050

75

39

.82

79

.65

113

.19

00

875

30

00

01.

131

33

92

911

310

450

415

814

818

Hard

cla

yey s

ilt

SP

T 5

0

62

0H

ard

cla

yey s

ilt

SP

T 5

0

No

te:

42

2H

ard

cla

yey s

ilt

SP

T 5

0

1.

Co

rrecte

d N

= 1

5 +

0.5

(N

-15),

fo

r N

up

to

and

eq

ual to

4 t

imes N

=50

22

4H

ard

cla

yey s

ilt

SP

T 5

0

02

6H

ard

cla

yey s

ilt

SP

T 5

0

BH

-13

(West

sid

e)

BH

-13

(Eest

sid

e)

RD

Level 2

5.7

5m

UL

TIM

AT

E S

HA

FT

RE

SIS

TA

NC

EU

LT

IMA

TE

EN

D B

EA

RIN

G R

ES

IST

AN

CE

AL

LO

WA

BL

E L

OA

D

BH

-11(

West

sid

e)

Page 12

Pile Design Report



Ro

ad

B-1

5

A

pp

en

dix

B

PIL

E L

EN

GT

H E

ST

IMA

TIO

N A

LO

NG

TH

E I

NT

ER

CH

AN

GE

#3

(WE

ST

SID

E O

F T

HE

CE

NT

RE

LIN

E O

F T

HE

RO

AD

)

where

A

b =

b

ase a

rea (

m^2

)

q

f =

4

00

*Nb

(SI-

Unit

s)

N

b =

S

PT

valu

e at

base

A

s =

p

ile c

ircum

fere

nce (

m^2

)

f

s = 2

*Nave (

SI-

Unit

s)

N

ave =

a

vera

ge s

pt

valu

e w

ith d

ep

th

A

llo

wab

le lo

ad

= U

ltim

ate

lo

ad

alo

ng

base/3

.0 +

Ult

imate

lo

ad

alo

ng

shaft

/2.0

A

llo

wab

le lo

ad

= A

b*q

f/3

+ A

s*f

s/2

F

S f

or

base r

esis

tain

3.0

0

F

S f

or

fric

tio

nal re

s 2

.00

B

ore

d p

ile d

iam

ete

r 1.

20

mete

rsS

UB

SO

IL P

RO

FIL

E A

LO

NG

TH

E B

RID

GE

LO

CA

TIO

N

Re

du

ce

d

Db

SP

TC

orr

ec

ted

Av

era

ge

Red

uced

Le

ve

l(m

)D

ep

thN

NN

av

efs

=2

NA

sQ

sN

bq

f=4

00

Nb

Ab

Qb

Ba

se

S

ha

ftT

ota

l(k

N)

Level(

m)

48

050

32

.53

2.5

65

00

33

130

00

1.13

114

70

34

90

10

49

01

68

Bo

ring

B

ori

ng

47

150

32

.53

2.5

65

3.7

72

45

33

130

00

1.13

114

70

34

90

112

350

23

66

Dep

th(m

)R

D L

evel 6

4.8

9m

Dep

th(m

)R

D L

evel 6

6.5

0m

46

250

32

.53

2.5

65

7.5

44

90

33

130

00

1.13

114

70

34

90

12

45

514

66

40

0

45

350

32

.53

2.5

65

11.3

173

54

015

83

31.

131

179

07

59

69

36

86

33

76

22

Med

cla

yey s

ilt

SP

T 1

62

Med

cla

yey s

ilt

SP

T 1

0

44

450

32

.53

2.5

65

15.0

89

80

45

178

57

1.13

12

019

66

73

24

90

72

22

60

4M

ed

cla

yey s

ilt

SP

T 1

74

Med

cla

yey s

ilt

SP

T 1

1

43

550

75

39

.58

79

.17

18.8

514

92

48

193

75

1.13

12

1913

73

04

74

68

050

58

6S

tiff

cla

yey s

ilt

SP

T 2

36

Sti

ff c

layey s

ilt

SP

T 1

2

42

650

75

44

.64

89

.29

22

.62

20

20

54

215

00

1.13

12

43

168

105

1010

911

556

8S

tiff

cla

yey s

ilt

SP

T 2

98

V.S

tiff

cla

yey s

ilt

SP

T 3

9

41

750

75

48

.44

96

.88

26

.39

2558

59

23

62

51.

131

26

719

89

06

1278

1018

554

10V

.So

ft c

layey s

ilt

SP

T 2

10V

.Sti

ff c

layey s

ilt

SP

T 3

9

40

850

75

51.

39

102

.78

30

.16

310

06

42

5750

1.13

12

912

39

70

815

50

112

57

52

12V

.So

ft c

layey s

ilt

SP

T 2

12H

ard

cla

yey s

ilt

SP

T 5

0

39

950

75

53

.75

107.5

33

.93

36

47

70

278

75

1.13

13

152

610

50

918

24

123

32

50

14V

.So

ft c

layey s

ilt

SP

T 2

14H

ard

cla

yey s

ilt

SP

T 5

0

38

1050

75

55.6

811

1.3

63

7.7

419

875

30

00

01.

131

33

92

911

310

20

99

134

09

48

16H

ard

cla

yey s

ilt

SP

T 4

716

Hard

cla

yey s

ilt

SP

T 5

0

37

1150

75

57.2

911

4.5

84

1.4

74

752

75

30

00

01.

131

33

92

911

310

23

76

136

86

46

18H

ard

cla

yey s

ilt

SP

T 5

018

Hard

cla

yey s

ilt

SP

T 5

0

36

1250

75

58

.65

117.3

14

5.2

453

07

75

30

00

01.

131

33

92

911

310

26

53

139

63

44

20

Hard

cla

yey s

ilt

SP

T 5

02

0H

ard

cla

yey s

ilt

SP

T 5

0

35

1350

75

59

.82

119

.64

49

.01

58

64

75

30

00

01.

131

33

92

911

310

29

32

142

42

42

22

Hard

cla

yey s

ilt

SP

T 5

02

2H

ard

cla

yey s

ilt

SP

T 5

0

34

1450

75

60

.83

121.

67

52

.78

64

21

75

30

00

01.

131

33

92

911

310

32

1114

52

04

02

4H

ard

cla

yey s

ilt

SP

T 5

02

4H

ard

cla

yey s

ilt

SP

T 5

0

33

1550

75

61.

72

123

.44

56

.55

69

80

75

30

00

01.

131

33

92

911

310

34

90

148

00

38

26

Hard

cla

yey s

ilt

SP

T 5

02

6H

ard

cla

yey s

ilt

SP

T 5

0

32

1650

75

62

.512

56

0.3

2754

075

30

00

01.

131

33

92

911

310

3770

150

80

36

28

Hard

cla

yey s

ilt

SP

T 5

02

8H

ard

cla

yey s

ilt

SP

T 5

0

31

1750

75

63

.19

126

.39

64

.09

810

075

30

00

01.

131

33

92

911

310

40

50

153

60

34

So

il Investi

gati

on P

h:ll

So

il Investi

gati

on P

h:l

30

1850

75

6..8

212

7.6

36

7.8

68

66

175

30

00

01.

131

33

92

911

310

43

30

156

40

32

29

1950

75

64

.38

128

.75

71.

63

92

22

75

30

00

01.

131

33

92

911

310

46

1115

92

13

0B

ori

ng

28

20

50

75

64

.88

129

.76

75.4

978

475

30

00

01.

131

33

92

911

310

48

92

162

02

28

Dep

th(m

)

27

21

50

75

65.3

413

0.6

879

.17

103

46

75

30

00

01.

131

33

92

911

310

517

316

48

32

60

26

22

50

75

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Pile Design Report



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Pile Design Report



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Pile Design Report



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Pile Design Report


5) Check for buckling load

Qub = λ√Cu El

Where = λ = 10CU = 15 kPa

E = 210 kN/mm2

I = 1/64 B (d14 - d2

4)

Qub = 10 √15 x 210 x B (101.64 - 85.444) 64 106

= 907 kN

Allowable Qb = 907___ 2

= 454 kN > 300 kN

OK

6) Check for elastic compression

e = PL P = 300 kNL = 10m

EP A = 31416 mm2

Ep = 35.3 kN/mm2

= 300 x10 x103

31416 x 35.3

= 3 mm


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Pile Design Report


Sample Pile Design Calculations

1. Project : KKS Road ProjectPiled Embankment for the approaches to Sg. Likas Bridge.

2. Generalized subsoil profile.

* Flat alluvial formation

* Top 24m consists of soft to very soft alluvium with few localized sandy lenses (Cu =10-20 kPa with an average of about 15 kPa except at lenses of sand). Stiff to hard strata of about 2 - 4m thick overlying on highly to moderately weathered sandstone/shale bedrock. WT is near the ground surface.

3. AnalysisStability and settlement analysis have concluded that simple ground treatments by partial sand replacement with high strength woven polyester geotextile reinforcement or vertical drains are not possible to achieve FOS = 1.5 and or post construction settlement to be less than 200mm for the first 5 years of service if height of embankment exceeds 4.2m.

Piled raft embankment is adopted in preference to EPS, elevated structure and stone columntreatment because:a) EPS embankment is technically not acceptable because the site is subject to flooding

& the cost is high.

b) Elevated structure is about 30% more expensive (separate analysis)

c) Though treatment by stone columns is cheaper, it requires longer time to consolidate and technically less superior

4. Design calculationAnalysis has shown that driven R.C piles will be the most cost effective.The site has no vibration or noise or ground heave constraints. Pile capacity of about 600 kN is chosen to get optimum pile spacing of 2 to 3m and raft thickness of 350 - 450mm for pile depth of about 30m.

Use 250X250 R.C piles at spacing "x" bothways Max design capacity - 625 kN.


Piled embankmentBridge

V.soft to soft clay

Sandstone/shaleStiff to hard

Sand Lenses

CL

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Pile Design Report


Load on each pile = x2.d.h, where x = spacingd = soil density

= 20kN/m3 hh = embankment height

625 = x2.20.h

x = (31.25/h)1/2For h = 6.5m, x = 2.19m, say 2.0m For h = 6.0m, x = 2.2m, say 2.0m For h = 5.5m, x = 2.38m, say 2.25m For h = 5.0m, x = 2.50m, say 2.25mFor h = 4.5m, x = 2.64m, say 2.25m (allow some traffic load of 10 kPa)

Conclusion:Use 250x250 R.C x 30m long at 2.0m spacing for h=6.5 - 6.0m & 2.25m spacing for h = 4-6m(Pile capacity calculations enclosed).

R.C piles (MS 1314, Class 1) are designed as end bearing piles driven to set.


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Pile Design Report


Design of Micropile

a) Design load per pile = 800kNb) Diameter of micropile = 200mmc) Main reinforcement = 3 Nos of 50mm diam. deformed bars of yield

stress fy = 410N/mm2.d) Factor of safety = 2.5 (min)e) Grout characteristic strength, fcu = 20N/mm2.

Check Structural Capacity

Area of reinf, Asc = B/4 x 502 x 3 = 5892mm2

fcu = 20N/mm2

Area of grout, Ag = B /4 x 2002

= 31,416mm2..Area of net grout = 31,416 - 5892

= 25,524mm2According to BS 8110, clause 3.8. 4.3Ultimate axial load, Pu = 0.4 fcu Ac + 0.75Asc fy

= 0.4x20x25,524 + 0.75x5892x410 = 2,016kN.

.. Factor of safety = Pu/800= 2.53> 2.5 O.K.

Check Bond Length Required- Depth of micropile = 20m

At least l0m will be embedded in very hard decomposed granite SPT, N > 50.

- Bond between grout & hard formation = 0.4N/mm2

.. Min required bond length in hardformation, Ib = 800 x 2.5 x l 000N

B x 200 x 0.4

= 7958mm = 8.0m.< 10m provided O.K.

Design of M.S. Plate for Pile HeadUse 250mm x 250mm x 20mm M.S. plate Stress on plate = 800 x l03N

250 x 250 = 12.8N/mm2< 155N/mm2 O.K. (allowable stress BS449)

Details of Micropiles & works specification are encl


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Pile Design Report


Works Specification for Design and Installation of 200mm Diameter Micropiles1. Scope of work shall include design & installation of 200mm diam micropiles of 20m provi

sional length. The micropiles shall be reinforced with 3 Nos. of 50mm diam deformed bars (fy = 410N/mm2) The working load of the micropile is 800KN.

2. DrillingInitial drilling involves installation of 242mm diam conductorcasing through loose soil (about 1.5m) by means of rotary boring or equivalent. Upon reaching hard/stiff formation down the hole hammer will be used to advance the borehole till a minimum penetration of 10m in very hard decomposed granite. The drilled hole will be flush clean by compressed air before the reinforcement bars are inserted into the hole. Suitable coupling device will be used. During drilling, a complete record of soil strata will, be taken for Engineer's inspection.

3. Grout MixOrdinary Postland cement with water cement ratio of 0.5 will be used Non-shrink cement admixture will be added to improve bonding.

4. Grouting ProcedureA high speed Koken grout mixer is used for the mixing of the cement grout. The capacity of the grout mixer is about 25-0 litres.

For grout mixing, 100 litres of water with some non shrink admixture is poured into the mixer follow by 4 bags of 50 kg. ordinary Portland cement then allow to mix throughly, normally a few minutes. After mixing, the cement grout, a pressure hose is connected to thegrouting pipe which acts as tremie pipe for grouting. The other end of the pressure hose is connected to a diesel engine high pressure pump.


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Pile Design Report


Micropile Design Calculations

Micropile design for underpinning works for an old building is shown as follows. The subsoil con-sists of about 3m of very soft clay, 5m to 8m of stiff to hard sandy clay with gravels (SPT = 11 to42). The bedrock generally consists of highly weathered and fractured sandstone/shale (RQD = 0 -25%, UCS = 7.5 Mpa).

1) Micropile detailsDiameter of micropile = 200 mmDesign load of micropile = 300 kNPipe diameter = 101.6 mmPipe wall thickness = 8.08 mmSteel grade (API pipe) = N80Yield strength = 500 N/mm2

(a) Check for structural capacity Ultimate structural capacity

PU = B (101.62 -85.44 2) X 500 kN

4 1000

= 1187 kN

Applying factor of safety of 2.5.

Allowable structural capacity.

PA = 1187

2.5

= 475 kN > 300 kN

OK

(b) Check for geotechnical capacityBased on boreholes BH1 and BI-12, the depth of bedrock (sandstone/shale) varies from 8.7 m to 11.0 m b.g.l. Since the overburden soil consists of about 3.0 m of verysoft soil, the shaft friction on the remaining overburden soil (5 to 8 m) with N value of 11 to 42 should be ignored and the micropiles are designed to be socketed into thebedrock.

The socketing length in rock, L, is worked out as follows:

FS Qa = 0.05 qa B D x L + 0.5qa B D2

4

where FS is the factor of safety = 2.5


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Pile Design Report


Qa = Allowable geotechnical capacityqa = Unconfined compressive strength of rock

= 7.5 Mpa for sandstone/shale

Bond stress = 5% of UCS of rock

D = Diameter of micropile hole

2.5 x 300 = 0.05 x 7.5 x 103 x B x0.2 L + 0.5 x 7.5 x 103 x B x 0.22

4

750 = 235.6 L + 117.8

L = 2.68 m

Designed socketing length of pile = 3.0 m

2) Check overall underpinning pile supportEstimated total load of the whole building (3 storey). = 2,000 tons

No. of micropile points = 95Load on each pile = 2,000

95

= 21 tons

Working load for each micropile provided = 30 tons

OK

3) Check for anchorage bond between underpinning pile and the existing foundatic Since epoxy grout is used to fill the hole formed by the micropile in the existir foundation and the strength of epoxy grout is much higher than the concrete strength, it can be considered as monolithic for the whole foundation.


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Pile Design Report


4) Check for shear failure of existing foundation.

Perimeter for shear check, p = 1900 mm

Effective depth of foundation, d = 1050-50-10= 990 mm

Maximum reaction load, V = 300 kN

Shear stress, V = V

Pd

= 300 x 103

1900 x 990

= 0.16 N/mm2

From Table 3.9, BS 8110 for d > 400 mm and100As/bd = 0.25 (nominal reinforcement), allowable shear stress Vc = 0.40 N/mm2

V<Vc OK

In grouting operation, the cement grout is pumped into the borehole through the pipe by tremie method. All loose material, cuttings and water in the borehole are displaced by the cement grout. Pressure applied should be just adequate to displace the cutting and water from the borehole. Temporary casings should be withdrawn where cement grout overflow from the casing and top up cement grout if necessary.


Existing ColumnStump 650mm

100mm

1900mm

Proposed 200mm micropileØ

Critical section for shear check

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Pile Design Report



ItemNo.

A. Design and install cast in-situ 800kN workingcapacity micropiles complete withreinforcement as shown on the drawings inprovisional lengths 20.0m and pressure-grouted with and including approved groutingmaterial, drilling in all types of soils androck and all coring casings, linings, plugs,etc. and disposal of all excavated materialand debris from site.

Design information:-

a) Diameter of piles: 200mmb) Main bars: 3Y50c) Links: R05 helical link @ 100mm c/cd) Steel casings: 292mm O.D x 9mm thicke) Grout: Cement grout, w/c = 0.5, fcu = 20N/m2

f) Grout additives: Non shrink admixtureg) Factor of safety : 2.5h) Bond strength: 0.9N/mm2

i) Bond length: 10mj) Ultimate load: 2016kNk) Capacity: 800kNl) Working load: 800kNm) etc

Design and install all capping plates andstarter barsDesign information:-

Plate size: 250 x 250mmPlate thickness: 25mm

B. Starter bar size: 3Y50 or 8Y25

$ ¢Description Quantity Unit Rate

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Pile Design Report


Projek : Cadangan Blok Tambahan pada HospitalBersalin di Hospital Besar, K.Lumpur.

1.0 TujuanLaporan ini bertujuan untuk menyampaikan laporan penyiasatan tanah dan syor-syor asas yang sesuai bagi:Projek blok tambahan pada hospital bersalin, Kuala Lumpur.

2.0 Skop ProjekPerlaksanaan projek ini melibatkan pembinaan blok tambahan 2 tingkat di Hospital Bersalin. Blok yang dicadangkan ini dikelilingi oleh bangunan sedia ada.

3.0 Keadaan Tanah3.1 Sebanyak 3 ujian gerekan dalam telah dijalankan. Hasil ujian menunjukkan

keadaan lapisan tanah seperti berikut :-Ukurdalam(m) Jenis Tanah SPT (blows/ft.)0 - 4.5 Very soft CLAY 0 - 44.5 - 9/10.5 Loose SAND 1 - 79/10.5-13.5/16.0 Stiff silt or CLAY 1 - 913.5/16.0 Limestone RQD = 73 - 100%.>16.0 Limestone -

3.2 Kedudukan aras air bawah tanah ialah 1.45m.

4.0 syor-syor Asas4.1 Penapak konkrit tetulang adalah tidak sesuai kerana keupayaan galas yang rendah

dan jugs paras air bawah-tanah adalah tinggi.

"Driven R.C. or steel piles" adalah juga tidak sesuai kerana masalah "noise & vibration" dikawasan Hospital sukar diterima. "Inclined bedrock" juga mungkin mengakibat "excessive pile deviations".

Syor-syor asas yang dicadangkan adalah seperti berikut :-

Jenis Bangunan Jenis Asas Saiz Panjang Keupayaan Geseran Beba (mm) (m) galas yg Kulit Ujian

dibenarkan negatif

Blok Tambahan Cerucuk 200Ø 16.5-19 200kN - 400kNmikro with 102 (micropile) API paip

(4”Ø)

4.2 Cerucuk mikro hendaklah digerudi sehingga ke paras batukapur dan dikunci (key) minima 3m ke dalam batukapur.

4.3 Sekurang-kurangnya 2 bilangan cerucuk digunakan untuk setiap tiang.

4.4 Jack pile (200x200xl5m) juga boleh diterima sebagai cerucuk gantian.


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Pile Design Report


5.0 Syor-syor Tambahan5.1 Jika rongga (cavity) ditemui, cerucuk hendaklah dipanjangkan

melebihi rongga dan dikunci (keyed) minima 3m ke dalam batukapur tanpa rongga. (rujuk Fig. 1).

5.2 Untuk mengatasi masalah penanaman micropile dirongga, penender mestilah diarah mengemukakan cadangan sistem 'micropile installation' dan teknik-teknik 'grouting' dirongga semasa tawaran dibuat.

6.0 Hal-hal lainSatu set rekod penanaman cerucuk-cerucuk yang diuji berserta ujian beban hendaklah dihantar ke Unit Makmal bagi tujuan dokumentasi.


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Pile Design Report


Lampiran ‘A’

Micropile Specfication

1. GeneralThe work involves the construction of 200mm (8") diameter micropile. The micropile shall be fabricated using steel tube and the bond length of micropile shall be 16m or directedby the S.O. The working load of micropile is 200 kN and factor of safety used in design is 2.0. The whole of work and materials shall be in, accordance with curreht Malaysian or British Standard or other National Standards approved by the S.O.

2. ReinforcementSteel grade - HFS 16 (BS: 1775 - 1964) External diameter 139mm (51/2”)Thickness - 9.5mm (3/8") 2Yield strength - 250 N/mm (16 Tsi)

3. GroutThe grout shall be thcFoughly mixed with Ordinary Portland Cement (MS522) and water (MS28). The grout shall be Antishrink cement grout. The water cement ratio shall be 0245 -0.50. The 28 days. Strength for cement grout shall be 25N/mm (3570 psi). The representative cubes shall be collected on each day of grouting works for testing on the 28th days. Details of admixture shall be submitted to the S.O. for approval before commencement of works. The use of the admixture shall comply with instruction by the manufacturer & MS 922. The grout shall be free from segregation, slumping, & bleeding of water and fine materials during and after placing.

4. Installation a) Drilling

The drilling for installation of micropile shall guarantee the absence of Vibration which may cause damage to the existing building. Adequate precaution must be taken to ensure boreholes for micropile do not collapse during drilling.

If necessary, temporary casing shall be used. During drilling of borehole, the contractor shall maintain complete record of soil profile. The logging shall include depth of soil and water table. This drilled hole Viand! soil bore log shall be signed by contractor's site representative and a copy of which shall be deposited with the S.O. The contractor shall be required to keep representative sample of soil for each soil profil in plastic bag for inspection by.the S.O. Sample may only be disposed after the S.O. is satisfied that the logging has been properly done. The type-of drilling equipment shall be approved by the S.O. The drilled hole shall be flushed ckean.with air or water.

b) Fabrication of micro pileMethod of splicing of bars or pipes shall be approved by the S.O. Centralisers at about 3m centre must be used to ensure a minimum cover of 25mm or directed by the S.O.


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Pile Design Report


c) GroutingThe contractor shall also provide details on method and equipment used in grout mixing. Further information such as grouting pressure, grouting procedure, grouting equipment and techniques employed in grouting under water shall also be furnished and approved by the S.O.

'To prevent deterioration of strength of soil, soil coring, installation of reinforcement and cement grouting shall be carried out in one continous operation.

5. Load TestingMicro-pile shall be load tested to 2 times design load using the Maintain Load Test. Minimum of one (1) load test shall be carried out. The contractor shall also specify and provide details of the method of load testing. Micropile shall be constructed only after the preliminary pile pass the load test requirements of JKR standard specification for building Works.


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Pile Design Report



Bil. Unit Quantity Rate $

1 MICROPILES

(ALL PROVISIONAL)

A. Allow for Preliminaries Item

B. Provide all necessary pilingequipment on site, maintain on site,dismantle and remove from site oncompletion, allow for all standingor idling time and cost of operationfor the whole of piling works. Item

C. Installation of 200mm diameterMicropiles in soil, including coring,4" diameter pipe, steel plate head,jointing and extension and grouting MRin cement, all as specified (50positions)

D. Provide all necessary pile testingequipment on site, dismantle andremove from site on completion.Test 200mm diameter Micropiles in soilas specified. NO

Contoh Jadual Sebut Harga

Description

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Pile Design Report


Lampiran E1

Pile Designfor

SMK (Perempuan Raja Zarina) Kelang

1. This project consists of construction of one additional 3-storey school block.

2. Max column load = 57 ton

3. This is a typical coastal alluvium site where first 60ft to 100 ft consists of very soft clay

4. Deep Sounding is very suitable and 4 nos of D/S results give consistent results as shown in Lampiran E-1

5. The site is a flat land and the first 4 ft is imported fill (about 5 years ago) Negative friction has to be checked.

6. Selection of piles (Refer to Fig. 1)6.1 Non displacement piles not suitable because of low column load and very soft clay

near the first 100 ft.

6.2 Timber pile also not suitable bacause its max length is about 40 ft. only.

6.3 Use 12" x 12" x 100 ft R.C. piles Design load = 30 Ton/pile (max)

7. Check Pile Capacity (Refer to Lampiran E-1) From D/S results

Qu = Qs + Qp

where Qu = ultimate capacity

Qs = skin friction

Qp = end resistance


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Pile Design Report


7.1 Skin friction, QsBased on total friction (remoulded)

At 30m (100ft), total friction = 3,000 kg.

Qs = tube friction x-pile perimeter

tube perimeter

= 3,000 x (12" x 2.54 x 4)

11.3

= 32,300 kg

= 30 Ton.

Based on local friction (undisturbed)

Qs = (8.5 x 0.05 + 7.5 x 0.13 + 13 x 0.27 + 0.9) x 3.28 x 4 x 0.92

= 70 Ton

Sensitivity = Qs (undisturbed)

Qs (remoulded)

= 70

30

= 2.3, within usual range

Q's = " Qs, where " = 0.7 (Bjerrum)= 0.7 x 70= 49 Ton

7.2 End Resistance, Qp,

Qp = 80 (kg/cm2) x 1 ft2 x 0.92

= 73.6 Ton

Qu= 49 + 73.6 = 122.6 Ton


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Pile Design Report


7.3 Negative frictionNegative friction for piles at spacing more than 3 x diameters is

fn = 0.2 Po (Bjerrum)where Po = effective overburden

= γ h= 100' (100psf - 62.4 psf) = 3760 psf

Max. fn = 0.2 Po= 0.2 x 3760 = 752 psf

Average fn = (0 + 752)/2 = 376 psf

Total negative friction = fn x As= 376 x (100 x 4) = 150,400 lb= 67 Ton

7.4 Allowable load, QsThe negative skin friction, QN should only considered in combination with dead load because QN acts mainly at the lower portion of the pile and would only affect the settlement.2.5 QD.L = Qu- QN

QD.L = 70% Qa

2.5 x 0.7Qa = Qu - QNQa = (Qu - QN) /1.75

= (122.6 - 67)/1.75 = 31 Ton

say 30 Ton/pile

Notes : The filling is done about 5 years ago. At least 60 - 70% consolidation completed.

fn used is about the same as the undrained shear strength. Hence QN estimated is on the light side.To prevent tensile stress and buckling during driving, free drop hammers is preferred.

8. RecommendationUse 12" x 12" x 100 ft R.C. pilesFriction piles, driven to the required pene:,tration and load test to verify the capacity. (No "set" required).# Load tests after 4 weeks of driving.


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Pile Design Report



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Pile Design Report


Memo

Daripada: Penolong Pengarah Makmal,Caw. Rekabentuk & Penyelidikan, IP. JKR

Kepada: Penolong Pengarah(Binaan), Ibu Pejabat JKR, K.L.

Bil surat: (X) dlm. PKR.RB 4112 Tarikh : 26.3.1983

Per: Cadangan Masjid Baru di Batu 31/2, Jalan Cheras, K.L.Berhubung dengan perkara yang tersebut di atas, sukacita dimaklumkan bahawa cadangan asas yang disyorkan adalah seperti berikut:-

1. Keputusan penyiasatan tanahSebanyak 28 Nos. Proba JKR dan 5 Nos. “Deep Boring” telah dijalankan ditapak projekitu. Keputusan - keputusan yang diterima menunjukkan bahawa kawasan projek ini adalah terdiri daripada batu kapur. Paras batu kapur adalah daripada 2.5m hingga 14m daripada paras permukaan tanah sedia ada. Oleh kerana keadaan batu dasar yang susah untuk diramalkan, langkah-langkah pengawasan dan faktor keselamatan yang lebih tinggi perlu diambil di dalam rekabentuk asas.

2. Syor-syor asas2.1 Jenis - jenis asas yang disyorkan adalah seperti dicatitkan di dalam Lampiran A.

Sebelum kerja - kerja ‘piling’ dimulakan sekurang - kurangnya satu ujian Proba JKR perlu dijalankan di setiap kedudukan tiang untuk menentukan paras batu dasar (>400 blows/kaki). Sekiranya paras batu dasar didapati kurang daripada 4.5m dibawah permukaan bumi, adalah dicadangkan supaya menggunakan “R.C.cylinder foundation” (sila lihat Lampiran A & B)

2.2 Sekurang - kurangnya 2 cerucuk perlulah digunakan ditiap-tiap kedudukan tiang kecuali jika ‘R.C.cylinder foundation’ digunakan. Tiap - tiap tiang hendaklah diikat dengan rasak bawah dikedua - dua arah. Ini adalah sebagai langkah awas oleh kerana terdapat rongga - rongga dan kemungkinan masalah surutan.

2.3 Untuk memperolehi pengawasan yang lebih baik semasa memacu cerucuk tukul jatuh bebas(free drop hammer) dicadangkan supaya digunakan. Ini ialah supaya cerucuk tidakmenerima hentaman dan menyimpang berlebihan (overdriving and excessive deviation) oleh kerana keadaan batu dasar yang mencerun (inclined bedrock surfaces).

2.4 Hujung cerucuk keluli hendaklah dikelulikan dengan plat yang lebih. Ini adalah perlu untuk menahan tegasan yang berlebihan (withstand overstressing) apabila cerucuk sampai ke paras batu dasar.

2.5 Sekurang - kurangnya 2 nos. kumpulan cerucuk (pile group, NCT single pile) perlulah dipilih untuk ujian beban. Satu set “driving records” dan keputusan ujian beban hendaklah dihantar kepada Unit Makmal ini untuk analisa dan sebagai rekod di Unit Makmal.

2.6 Perhatian hendaklah diberi kepada pengalaman yang lepas iaitu cerucuk - cerucuk tambahan mungkin diperlukan untuk menggantikan cerucuk - cerucuk yang menyimpang


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Pile Design Report


berlebihan dan cerucuk - cerucuk yang masih tidak ‘set’ diparas yang dalam (>10m). Adalah dicadangan supaya tambahan sebanyak 25m disertakan didalam “B.Q.”

2.7 Oleh kerana keadaan tanah yang rumit (tricky) jurutera tapak bina hendaklah selalu rujuk kepada keputusan penyelidikan tapak semasa menyelia kerja - kerja pembinaan asas. Apabila cerucuk dijangka sampai paras batu dasar, kejatuhan pemukul (drop of hammer) hendaklah dikurangkan. Tujuan langkah ini ialah untuk “better keying & bedding effect on rock surface”. Langkah ini juga akan mengurangkan cerucuk daripada menyimpang berlebihan.

Sekian disampaikan ulasan kami untuk tindakan tuan selanjutnya.

‘Berkhidmat Untuk Negara’

......................................................(Ir. Neoh Cheng Aik),Jurutera Kerja Kanan (R1),bp. Penolong Pengarah (Makmal),Ibu Pejabat JKR, K.L.


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Pile Design Report


Lampiran A

Cadangan Asas Untuk Pro jekMas jid Batu 31/2, Jalan Cheras,K.L.

1. Bangunan Masjid (13T - 105T)Sila gunakan cerucul; keluli 203mm x 203mm x 45kg/m (Grade 43A9 BS 4360) dengan beban keupayaan 210 0/eerucuk. Untuk tujuan tawaran, panjang cerucuk ialah 8.5m(27ft) ATAU "R-C- cylinder foundation".Sila lihat Para 2.1

2. Bangunan Quarters Kelas G(9T - 16T)Sila gunakan eerucuk I-,yu berubat (treated timber pile) 125m x 125m dengan beban keupayaan 5W/oerucuk. Untuk tujuan taviarany panjang cerucuk ialah 8.5m (27 ft).


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Pile Design Report



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Pile Design Report


Lampiran E 5

Extension of Terminal Building, Subang Airport

1. GeneralThe project consists of extension of International and Domestic Transper Corridor for Subang International Airport. The proposed-site is situated approximately 13 miles west of Kuala Lumpur.

Due to the close proximity of the proposed site to the existing terminal building v where theControl Tower for the airport is located, severe vibration such as driving piles is unacceptabldo Bored and Cast-in-situ piles were considered most suitable.

2. Soil ConditionThe site consists of residual soils of granite.Lampiran E5-1 represents the generalised poil profile. The top layer of the soil consists of brown firm sandy silty clay with some organic matters. The depth of this top soil varies from 6" to 2ft. Beneath this top soil underlies the yellowish with patches of grey medium sandy clayey silt with some gravelse This medium sandy clayey silt extend to a depth of 40 to 85 ft. below R.L. 86.00'. Between these layers of medium sandy clayey silt and the fractured or slightly weathered granite bedrocksq lies the greyish very stiff decomposed granite residual soil. The thickness of this decomposed granite residual soil varies. Water table is about Oft. b.g.l.

3. Load Settlement CriteriaThe system of piling to be designed shall meet the followings:-a) Safety Factor

The factor of safety for the purpose of computing the working load shall be taken as 2.5.

b) Working LoadThe working load adopted for single pile shall not be greater than the ultimate load divided by the safety factor of 2.5 and the ultimate load is defined as:(i) Load at which the gross settlement continues to increase without any further

increase in load.

(ii) Load at which gross settlement is 10% of the pile diameter.

c) Settlement Criteria(i) Gross settlement of the pile at working load during the first cycle of load

ing, loading to one time working load, shall not exceed 0.5".

(ii) The residual settlement of the pile at the end of the first cycle of loading shall not exceed 0.10".

(iii) The gross settlement of the pile at twice the working load shall not exceed 1.5"


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Pile Design Report


d) Group Effect

Negligible because of small group (2 or 3 pile per group) & large spacing 2.5 Ø.

4. Structural Capacity of PilesSince piles are not fully reinforced, the structural capacity of the piles will be solely depend on the concrete section of the piles* In this case, the pile is reinforced for the top 40ft. only for the dispersion of the possible slight bending moment elperienced at the pile top.

The piles will be designed as short columns. According to CP 2004, the structural carrying capacity of Cast-in-situ concrete pile, that is, the safe working load per pile, W

W - 1/4 (Acc.Uw)

Where Acc = Gross cross section of the area of concreteUw = Specified cube crushing strength at 28 days.

= 3000 psi.

For d = 18”Ø, max. structural load = 80 Ton. d = 24”Ø, max. structural load = 150 Ton d = 30”Ø, max structural load = 230 Ton.

5. Check Pile CapacityUse 18" Ø bored piles x85 ft max. Meyerhofs’ formula (modified) is applicable for bored piles in residual soilQu = Qs + Qp

= fs As.+ Op Ap

= N As + N. Ap50

where N = average SPT along pile shaft

N = average SPT near pile base (4Ø above pile base & 2Ø below pile base).

As = pile shaft area (ft2)

As = pile base area (ft2)


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Pile Design Report


Based on DB1218"Ø x 75'

N = 16 fs = N = 0.32 TSF50

N = 50 qp = 50 TSB

Qs = fs As= 0.32 x (1.5' x 3.1416 x 75) = 113 Ton

Qp = 50 x (1/4 x 1.52 x 3.1416) = 88 Ton

Qa = Qs/20 + Qp/3.0 = 56.5 + 29.3= 85.8 Ton say 80 Ton

Based on DB 1018"Ø x 55ft

N = 20 fs = 0.4 TSF

N = 80 qp = 80 TSF= 0-4 x (1o5 x 301416 x 55) =104 Ton

Qp = 80 x (1/4 x 1o5 x 1o5 x 3o1416) = 141 Ton

Qa = Qs/2.0 + Op/3.0 = 52 + 47 = 99 Tonsay 80 Ton.

Based on DB 1318”Ø x 80ft.

N = 23 fs = 0.46 TSF

N = 35 qp = 35 TSF

Qs = 0.46 x (1.5 x 3.1416 x 80) =173 Ton

Qp = 35 x (1/4 x 3o1416 x 1o5 x 145) =62 Ton

Qa = Qs / 2.0 + Qp / 3.0 =173/2 + 62/3.0 = 86 + 31= 117 Ton > 80 Ton.


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Pile Design Report


6. Founding LevelFounding level should be determined by observing the soil type from the boring. Suitable founding soil should be weathered granite bedrock or oompacted/cemented clayey silt with gravels, or up to a max depth of eft'. In case of dou7gt, SPT should be carried in the bored base.

7. RecommendationUse 18”Ø bored pile Vrith max capacity 80 Ton per pile. Site engineer should use the DB results to determine the founding level. Para 6 above can be used as a guide. 4 Nos load tests should be carried out to verify the capacity.


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Pile Design Report



Har

d su

rfac

e ta

rmac

Sand

y si

lty c

lay

Stiff

sand

y cl

ayey

silt

with

gra

vels

Com

pact

cla

yey

silty

sand

with

gra

vels

Har

d, F

ract

ured

, Wea

ther

ed g

rani

te

Loos

e cl

ayey

, silt

y sa

nd

Scal

e: H

oriz

onta

l 3/1

6” to

48’

0”Fi

g. 1

Soi

l Pro

file

DB

13

DB

12

DB

11

DB

10

DB

9D

B 8

DB

3

DB

7D

B 4

DB

5D

B 6

DB

2

DB

1

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Pile Design Report


Lampiran E 6

1. ObjectiveTo design the foundation system for the proposed Dewan Orang Ramai in Kampung Cheras Baru

2. Introduction2.1 The proposed.structure is a one-storey assembly-hall'situated on Lot 405 in

Kampung Ceras Baru, M11rim Ampang, Daerah Hulu Langat

2.2 Column loadsMaximum - 68TMinimum - 30T

3. Site Condition3.1 Surface Condition

The terrain is generally flat. It was formerly an old building site that has been cleared. Springs of water are visible which suggest the ground water table is very near the ground surface. The only visible form of undergrowth are bushes and shrubs.

3.2 Subsurface Condition3.2.1 Referring to the geological map of Kuala Lumpur District (after Ting

and Ooi 1972)2, Kampung Cheras Baru is located in the Granite region. Hence the soil is residual Gradite soil.

3.2.2 Scope of Site Investigation.Initially 6 Nos of JKR Probes were performed by the district office of JKR Hulu Langat. Due to the inconsistency of the probe results, a more elaborate method of sub-soil exploration in the form of 3 Nos. Deep Boring was done by the Unit Makmal Ibu Pejabat JKR. Borehole positions are as indicated in Appendix B. From the borelog results (APPENDIX C) the soil profile is not consistent along the threeboreholes. Generally) though, the sub-soil eonsists of interlayer between sand, clay and stilt. The first 9 metres Appears to be comprised of loose to medium dense sand and very soft-to firm clays (the variation occuring with depth). Below 9m the soil seems to improve from medium dense to very dense silts and sands as well as stiff to very hard clays. The groundwater is very near to the surface and the subsoil is assumed to be fully saturated.

3.2.3 Other Relevant Information.Near to the proposed site of the hall, in a north, easterly direction is situated a quarry. There is an access-road leading to the intended site but it is in a bad state.


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Pile Design Report


4. Foundation Analysis and Recommendation

4.1 Selection of type of foundationWith reference-to the results obtained from the S.I. done the first 5 metres comprises of compressible material which is of insufficient strength to sustain the intended imposed loads. Hence an ordinary shallow foundation in the form of a pad footing would not suffice. A piled foundation system is warranted here in order to transfer the loads to the stronger material found below 15m of the ground-level. In selecting the particular type of pile'to be used, particular consideration has been made to(a) Cost.

(b) Driving lengths

(c) Resistance to hard driving.

(d) Strength mf pile as structural member

(e) Effectiveness in mobilising friction and end-bearing

From Table 1, the most apparent' choice would be to use steel piles. However, based on the soil variation (profile) and the intended loading system which is relatively small, the .use of steel' piles is overly conservative. Furthermore hard driving is not expected.RC piles would be more appropriate in this case because; (a) it is more economical

(b) RC piles would be able to mobilise sufficient safe end-bearing resistance at a much shallower depth than would be necessary fdv its steel counterpart.

(c) Due to its rougher surface texture RC piles can mobilise frictional resistance better than steel piles


(see Table 1)Table 1 : Selection of Pile TypeType

of pile

R.C. v 2 v 2 v 2 v 1 v 2 v 2

Steel v 1 v 1 v 1 v 2 v 1 X 3

Timber X 3 X 3 X 3 X 3 X 3 v 1

Figures in box represents order of choisee.g. 3 third choice

pile

Cost(per m run)

Merit as frictional

pile

Merit asend

bearing

Resistance to Hard Driving

Structural Capacity

Max. lengthof

Driving possible(18m)

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Pile Design Report


Hence RC Piles would serve better and cheaper than-steel piles as both a frictional and end-bearing pile in this particular sub-soil condition.

4.2 Estimation of Ultimate Loads4.2.1 Design Assumptions (a) The soil is fully saturated. In calculating the effective overburden pressure,

Pd, the values of X sat for the various soil categories are obtained from Appendix B in Ref. 1 (Pg. 397).

(b) For an SPT value of N 11p the undrained cohesion Cu, is assumed approximately to be 125 lbs/ft ,

(c) Due to the inconsistency in the soil variation for the three boreholes, the piles were designed based on each individual borehole result and the worst(or lowest)' calculated working load per pile was adopted for use.

(d) The criteria for design was only to consider both frictional and end-bearing piles. Totally frictional or totally end-bearing-piles were not considered.

(e) Assumed that piles would achieve safe and bearing resistance in soil layers with SPT values of N-~ 15 i.e. in medium dense coesionless soils or stiff cohesive layers.

(f) Factor of safety adopted is 2.5 (para 4.6 pg. 149 of. ref. 1)

(g) Lower values of Ø were assumed for silts as compared to sands.Generally,

(h) In obtaining the end-bearing resistance in cohesion soils, the bearing capacity factor No is taken to be 9 (Para 2 Pg. 122 Ref. 1)

4.2.2 Formulae Used in the Estimation of the Ultimate Loads4.2.2.1 In Cohesionless Soil.

For frictional resistance*Qs Avg. uni akin friction = is (1.) Ref. 1 Pg. 137 Para 4)


Type of Silts N Øº

V.loose to loose 0 - 10 27 - 29

Medium Dense 10 - 30 29 - 34

Dense to V.Dense 30 34 - 39

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Pile Design Report


whereQs a Ultimate akin resistance As = .Area, of shaft .Avg. unit skin friction is obtained from Fig. 4.19 Pg. 139 of Ref. 1)

*The foriaula (Ref. 1 Pg. 136 Eln. 4.13) .

Qs = 1/2 K, Pd tan As is not applicable in thisparticular case because it becomes invalid forpenetration depths/width ratios 10-20 for straight sided piles (Ref. 1 Pg. 137)

For End-BearingQb = Pd Nq Ab (2) (Ref. 1 Pg. 135 Eqn.4.12)

where

Qs = Ultimate End,-Bearing Resistance. Pd = Effective Overburden PressureNq = Bearing Capacity Factor(obtained from Berezantsevs' Curves in Ref. 1 Pg 134Fig. 4.14 (b) )Ab = Area of pile base

It should be noted that value of Qb at penetration depths of 20 diameters is taken as the peak value for ultimate end bearing resistance but shall not exceed 100 tons/ft2.

4.2.2.2 In Cohesive SoilFor frictional resistance

Qs = α Cu As - (3) (Ref. 1 Pg. 123 Eqn. 4o5) ,

whereQs = Ultimate skin resistance

α = adhesion factor (taken - 1)

Cu = Average undisturbed undrained cohesion of soil surrounding pile shaft

As = Area of shaft

For End-bearing resistance Qs = No Cb Ab - (4)(Ref. 1 Pg. 122 Eqn. 4.2)


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Pile Design Report


whereNo = Bearing Capacity factor (taken = 9)

Cb = Undisturbed undrained cohesion of soil at pile toe

Ab = Area of pile base

4.2.3 RecommendationScope of work done on S.I. were 6 Nos. JO -Probes and 3 Nos. Deep Boring. On compilation of the results, the soil profile was generalized as

follows:-A piled foundation system was selected instead. of shallow foundation in order to transfer the loads onto the stronger layers at the lower depths.

RC piles were chosen and- designed to be partly frictional and partly endrbearing. Trids were done with 15" s 15", 12" z 12" and 10" = 10" RC

piles. The results are summarised in the table below.It should be noted that due. to the inconsistency of the soil variation of the three boreholes done, the design was based on each individual borehole. From the analysis done, it was decided to use a combined system of RC piles driven to a depth of 2090m below formation level in order to optimise the cost of pile installation and prevent the problem of eccentricity between columns and single pile foundation system during construction.


Table 2 : Generalized Soil ProfileDepth (m)

0 - 9 Loose sand and soft clay

9 - 13 M. Dense Silts and firm clay

> 13 Dense/V.Dense silts and

firm /stiff/v.stiff clays

Soil Type and Condition

Pile size Penetration Working loads (Tons/pile)

Depth (m) BH 1 BH 2 BH 3

15" x 15" 21.5 101 - -

12" x 12" 20 69 37 42

21.5 70 40 52

16.5 32 28 31

10" x 10" 19.5 42 26 31

Table 3 : Summary of Analysis

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Pile Design Report


Hence the recommended system is as follows:-For the-loading range of(a) 30T - 40T - Use 10" _ .10" RC pile with a working load of

20T/pile driven to a depth of 20m below formation level.

(b) 40T - 70T - Use a minimum of 2 Nose 12" = 12" piles with a working load of 35T/pile driven to a depth of 20mbelow formation level.

4.3 Settlement AnalysisIn this particular project, the concern for settlement would be over (a) settlement of the pile toe

(b) settlement of the sub-soil due 'to the surcharge weight of the fill material.

4-3.1 In the case of (a), settlement checks were not done as the piles are not totally frictional and generally the recommended foundation system would result in only 2 Nos* of piles to a . group. Furthermore, work done by X.Je Tomlinson have shown that for piles of small to medium (up to 600mm) diameter the settlement under the working load will not exceed 10mm or 3/8" if the safety factor is not lower than 2.500..-00.00. (Ref- 1 Pg. 149)

4.3.2 Settlement. of tho sub-soil due to the surcharge weight of the fill material4.3.2.1 Essumptions made(a) Soil layers with an SPT value of N48 were taken as compressible lay

ers

(b) Depth of compressible layer = 12m, .

(c) Effective area of fill was approximated to be the same as the plan area of the proposed Dewan Orang Ramaii.e. B - 17m and L . 321x.

(d) Depth of fill was not constant throughout the site. This is because the original ground level is not the same over the intended site.


Fill Material

Compressible Layer

0.6m

0.3mPlane DB 2

Plane DB 3

DB 2

DB 3

DB 1qf1

qf3

qf2

Formation Level

O.G.L1m

12m

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Pile Design Report


Below is a schematic presentation of the fill depth and area.

(e) The bulk density of the fill material was assumed to be 18 bulk

(f) The borehole positions were taken as the points of consideration in estimating the settlement of the soft layer due to the surcharge weight of the fill, i.e. Points DB1,'DB2 and DB3

(g) With regards to (e), the generalized surcharge weights over the'respeotive points in a plane orientation (see Fig. 1) area-

Plane DB1; qf1 - 18 kN/m2

Plane DB2; qf2 - 6 kN,/m2

Plane DB3; qf3 - 12 kN/m2

(h) The compressible soil was classified as type CL under the Casagrande classification system

(i) Liquid Limit of the soil was assumed to be 35%

(j) Voids ratio assumed to be 0.7

(k) The Compression Inde= Cc was obtained from the relationship cc o 0.009 (Lw - 10%)

where Lw = liquid limit-of the clay(Eqn. 2.24 Ref. 3 Pg. 128)

4.3.2.2 Estimation of settlementTo obtain the average immediate _settlement the method of Janbu, Jerrum and Kjaernsli was adopted whereAverage settlement = p1 = U1 U1 of B ....(5)

E

U1 Uo are obtained from Refs 1 Pg. 180 Fig. 5.10 qf = net surcharge of the fill

B = width of fill area

E = Modulus of Elasticity of clayValues of E were obtained from Ref. 1 Pg. 186 BU- 5 .17

For Consolidation Settlement, Terzaghils conventional 1-D consolidation theory was used.

So = Co H. Log Po +σz ......(6)1 t e, Po


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Pile Design Report


where,Co = Compression Index

Eo = Initial voids ratio

H = Thickness of compressible layer (m)

Po = Effective overburden pressure (kN/m2)

σz = Value of vertical stress at depth considered (kN/m2)

Values of were obtained from

σz = qfI o .... (7) (Ref. 4 Pg. 223)

Where qf = surcharge of fill

Io = Influence factors obtained from Padumts Chart (Ref. 4 .Fgi 224 Fig. 7.2)

4.3.2.3 From the settlement analysis. done on the effect of the surcharge weight of the -fill material, the following were obtained

settlement under plane DB1 - 92mm (3.6")

settlement under plane DB2 - 30am (1.2")

settlement under plane DB3 - 232 am (9")(centre of fill)

Obviously, there is substantial total and differential settlement of the soft layer due to the effect of the fill surcharge.

In the light. of this estimation, it is advisable to design a suspended floor for the proposed structure and to use tie-beams (ground beams) for the foundation system (tied in two cUreotions) in order to have a more rigid structure.

4.4 Load Testing Requirement4.4.1 2 nos. of load tests are recommended in accordance with JKt siandard

specificationsiUnit Malarial are to be advised of the date the loading tests are to be done and copies of the results are to be cent to Unit Makmal for purposes of monitoring and records.

4.4.2 The test loadings should be done at least 4 weeks after the test piles aredriven, to fully mobilise frictional resistance between soil and pile interface.


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Pile Design Report


4.5 Associated Designs

4.5.1 Requirements of fill material and its commotion Soil should be of suitable selected fill material. The H.S. 1377 s 1972 method shall be used as the standard compaction test for determining the moisture density relationship of the soil. The selected material should have liquid limit values less than 35 (LL 35) and values of plasticity index less than 55 (Pole L 55)-The -field density after compaction shall be determined in accordance with the "Band Replacement Method" or AASHO T205-64(Rubber Balloon Method). The fill shall be compacted to a density of not less than 95% of the ma3d!m,m dry density as determined by the Standard Compaction Test.

The type of compacting equipment to be used shall be subject to the approval of the Superintending Officer.

4.5.2 Structural RecommendationsIn order to deal with the expected settlement of the soft sub-soil due to the surcharge of the fill material, it is advisable to design a suspended floor system for the structure.

Further precautions should be taken in the form of tying the columns in two-directions with ground beams so as to' haves. more rigid structure.

5. ConclusionFrom the-analysis done based on assumptions laid down in Clause ~4.2.1, the recommendations arei) For the load range of

30T - 40T Use 10'1 x 10" RC piles with a working load of 20T/pile

40T - 702' Use a minimum of 2 Nos 12" x 12" piles with a working load of 35T/pile:

ii) The piles shall function as partly frictional and partly end-bearing.

iii) Piles are to be driven to set below the formation level

iv) Specify tender lengths to be 20m and an additional 10% should be added to the number of piles specified in the BQ or summary of tender to cater for pile deviations during driving.

v) Use suspended floor and tie beams are to be provided in two directions between the column positions.

6. AppendicesAppendix A : Location Plan

Appendix B : Layout plan showing locations of site investigation


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Pile Design Report


Appendix C : Generalized soil profile Borelog Results

7. BibliographyRef. 1 : PILE DESIGN AND CONSTRUCTION PRACTICE -

M. J. TOAIIINSONVIEWPOINT PUBLICATION

Ref. 2 : MALAYSIAN SOILS AND ASSOCIATED PROBLEKS- DR. 001 TECK AUN

Ref. 3 : FOUNDATION RESIGN AND CONS'T'RUCTION- M.J. TOMLINSONPITMAN INTEMATIONAL TEXT 3rd Edition

Ref. 4 : ELEMENT OF SOIL MECHANICS - G. N. SMITHCROSBY LOW00D STAPLES 4th Edition '


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Pile Design Report



Gra

nite

Har

d cl

ayey

silt

Bas

alt(B

ould

er)

Har

d si

lty c

laye

y28

.5

33.0

5

22.5

Har

d cl

ayey

silt

N=5

0

13.5

9.0

6.0

5.0

4.0

Prop

osed

Pile

V.St

iff c

laye

y sil

t N

=35

Stiff

cla

yey

silt

N=1

8

Firm

silty

cla

y N

=8

Soft

silty

cla

y N

=4

Med

. den

se si

lty sa

nd N

=21

Loos

e si

lty s

and

N=2

V.so

ft si

lty c

lay

N=1

Med

. den

se to

loos

e si

lty sa

nd

V.de

nse

silty

sand

N

>50

Har

d cl

ayey

silt

N=4

0

Har

d si

lty c

lay

N=3

0

Stiff

silty

cla

y N

=15

Firm

silty

cla

y N

=7

Firm

silty

cla

y N

=5

V.so

ft si

lty c

lay

N=2

V.Lo

ose

silty

san

dy N

=2So

fy sa

ndy

silt

N=4

29.4

5

-32.

1-3

0.6

25.5

0

19.5

0

15.0

0

13.5

0

12.0

0

9.00

7.50

6.00

5.00

3.15

2.45

Firm

silty

cla

y N

=14

V.Lo

ose

silty

san

dy N

=2

V.so

ft si

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N=0

Loos

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and

N=2

Gra

nite

-34.

25

-21.

6

28.7

0

27.0

0

18.0

0

18.0

0

4.50

3.00

2.00

Sand

y si

lt N

>50

Qua

rtzite

and

dec

ompo

sed

gran

ite

Har

d cl

ayey

silt

N>5

0

V.st

iff c

laye

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lt N

=24

Stiff

cla

yey

silt

N=1

5

Firm

cla

yey

silt

N=4

V.lo

ose

silty

sand

N=1

Loos

e si

lty s

and

N=5

V.so

ft si

lty c

lay

N=2

Page 57

Pile Design Report


Cadangan Syor asas untuk Projek Rumah Kediaman Kelas 'G' Penjara Penor, Kuantan, Pahang.

1. IntroductionThe project site is located off the Pekan - Kuantan trunk road. From the site plan an earth filling of 1' to 5' is proposed for the whole site. The project consists of construction of6 Blocks of JKR Standard 5-storey Class G Quarters.

2. Site Conditions6 nos of boreholes were carried out to determine the subsoil conditions. The sub soil consists of soft silty clay with organic matters from ground level to 6m below ground level. From 6m to 12m below ground level the soil consists of loose silty sand with decayed matters and from 12m to 28m the soil is of loose to medium stiff sandy clay with SPT N averages from 6 to 12. From 28m_to,36m the soil strata consists of dense sandy'silt with traces of gravel. SPT N ranges from 18 to 50.

3. Geotechnical EvaluationDue to the 1' to 5' of fill, consolidation settlement may occur for the compressible layers of soil. Hence negative skin friction on piles is to be accounted for.

12" x 12" r.c. piles are evaluated for the bearing capacities. It is found that the founding depths of the piles varies from 28.5m to 36m.

The following table is abstracted from the calculations for which the estimated founding depths Ultimate loads (Qu) and allowable loads (Qa) are tabulated. A factor of safety of 2.5 and negative skin friction of 16 tons are used in the calculations.BH nos. Estimated depths Ultimate load Allowable load

(m) Qu (tons) Qa = Qu/2.5 - Qn1 33 197.54 65.592 31.5 178.65 55.033 28.5 166.84 50.314 28.5 183.87 57.125 36 208.56 67.006 35 204.62 65.42

From the above it is noted that the calculated bearing capacities of the 12" x 12" r.c. piles ranges from 50.00 to 67 tons. Hence it is proposed that 12" x 12" JKR r.c: piles of Grade 40concrete be used.The allowable working load of the 12" x 12" JKR r.c. piles shall be 49 tons per pile. Calculations for the geotechnical evaluations for the 6 boreholes are attached.

4. Conclusion12" x 12" JKR Standard R.C. piles grade 40 with tender length of 36m shall be used. Allowable load per pile is 49 tons.The estimated negative friction load is 16 Ton per pile. Hence the test load shall 2 x (49 + 16) = 130 Tons. At least 4 piles shall be selected for loadtests.All piles are designed as end bearing piles. All piles shall be driven to set which can be achieved at about 28.5m to 36m below ground level.


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Cadangan Kelas ‘G’, Penjara Penoh, Kuantan, Pahang. Evaluation of 12” x 12” reinforced concrete pile. Borehole 1

S.P.T Depth (m) Soil Description N (Na) Fs Ap

(ft) Qs

(Tons) Qs’

(tons) Fb Ab (sq ft) Qb’ (tons) Qu

(tons) Qa

(tons)

0 Top soi l, soft clayey silt 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

1.5 Loose clayey silt 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

3 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


6 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

7.5 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

9 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

10.5 Soft silty clay, traces of sand 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

12 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

13.5 Ditto 5 2.5 0.05 4 0.98 0.98 20 1 20.00 20.98 8.39

15 Stiff silty clay, traces of sand 6 5.5 0.11 4 2.16 3.15 24 1 24.00 27.15 10.86

16.5 Ditto 8 7 0.14 4 2.76 5.90 32 1 32.00 37.90 15.16

18 Ditto 7 7.5 0.15 4 2.95 8.86 28 1 28.00 36.86 14.74

19.5 Ditto 7 7 0.14 4 2.76 11.61 28 1 28.00 39.61 15.84

21 Ditto 6 6.5 0.13 4 2.56 14.17 24 1 24.00 38.17 15.27

22.5 Ditto 9 7.5 0.15 4 2.95 17.12 36 1 36.00 53.12 21.25

24 Ditto 18 13.5 0.27 4 5.31 22.44 72 1 72.00 94.44 37.77

25.5 Ditto 16 17 0.34 4 6.69 29.13 64 1 64.00 93.13 37.25

27 Ditto 30 23 0.46 4 9.05 38.18 120 1 120.00 158.18 63.27

28.5 Dense silty sandy gravel 25 27.5 0.55 4 10.82 49.00 100 1 100.00 149.00 59.60

30 Ditto 24 24.5 0.49 4 9.64 58.65 96 1 96.00 154.65 61.86

31.5 Ditto 21 22.5 0.45 4 8.86 67.50 84 1 84.00 151.50 60.60

33**** Ditto 30 25.5 0.51 4 10.04 77.54 120 1 120.00 197.54 79.02 79.02

34.5 Ditto 50 40 0.80 4 15.74 93.28 200 1 200.00 293.28 117.31

36 Ditto 50 50 1.00 4 19.68 112.96 200 1 200.00 312.96 125.19

To calc. negative skin friction (Qn) Qn = fn x As, where fn = 0.25 x Po /2 Po = (110 -62.5) x H x 3.28, where H = 12m = 1869.6 16.43 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) = 62.59 *** from borelog N = 50, use N = 3D only

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(ft) Qs

(Tons) Qs’

(tons) Fb Ab

(sq ft) Qb’

(tons) Qu

(tons) Qa

(tons)

0 Top soi l, soft clayey silt 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


3 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


6 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

7.5 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

9 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


12 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

13.5 Ditto 4 2 0.04 4 0.79 0.79 16 1 16.00 16.79 6.71


16.5 Ditto 12 11.5 0.23 4 4.53 8.27 48 1 48.00 56.27 22.51

18 Ditto 7 9.5 0.19 4 3.74 12.00 28 1 28.00 40.00 16.00

19.5 Ditto 5 6 0.12 4 2.36 14.37 20 1 20.00 34.37 13.75

21 Ditto 4 4.5 0.09 4 1.77 16.14 16 1 16.00 32.14 12.86

22.5 Ditto 6 5 0.10 4 1.97 18.11 24 1 24.00 42.11 16.84

24 Ditto 6 6 0.12 4 2.36 20.47 24 1 24.00 44.47 17.79

25.5 Ditto 5 5.5 0.11 4 2.16 22.63 20 1 20.00 42.63 17.05

27 Ditto 24 14.5 0.29 4 5.71 28.34 96 1 96.00 124.34 49.74

28.5 Dense silty sandy gravel 26 25 0.50 4 9.84 38.18 104 1 104.00 142.18 56.87

30 Ditto 24 25 0.50 4 9.84 48.02 96 1 96.00 144.02 57.61

31.5 Ditto 30 27 0.54 4 10.63 58.65 120 1 120.00 178.65 71.46 71.46

33**** Ditto 50 40 0.80 4 15.74 74.39 200 1 200.00 274.39 109.76

34.5 Ditto 50 50 1.00 4 19.68 94.07 200 1 200.00 294.07 117.63

36 Ditto 50 50 1.00 4 19.68 113.75 200 1 200.00 313.75 125.50


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S.P.T Depth (m) Soil Description N (Na) Fs

Ap (ft)

Qs (Tons)

Qs’ (tons) Fb

Ab (sq ft)

Qb’ (tons)

Qu (tons) Qa

(tons)

0 Top soil , soft clayey silt 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


3 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

4.5 Loose clayey s and 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

6 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

7.5 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

9 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


12 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

13.5 Ditto 8 4 0.08 4 1.57 1.57 32 1 32.00 33.57 13.43


16.5 Ditto 12 10.5 0.21 4 4.13 9.05 48 1 48.00 57.05 22.82

18 Ditto 9 10.5 0.21 4 4.13 13.19 36 1 36.00 49.19 19.67

19.5 Ditto 11 10 0.20 4 3.94 17.12 44 1 44.00 61.12 24.45

21 Ditto 8 9.5 0.19 4 3.74 20.86 32 1 32.00 52.86 21.14

22.5 Ditto 6 7 0.14 4 2.76 23.62 24 1 24.00 47.62 19.05

24 Ditto 5 5.5 0.11 4 2.16 25.78 20 1 20.00 45.78 18.31

25.5 Ditto 6 5.5 0.11 4 2.16 27.95 24 1 24.00 51.95 20.78

27 Ditto 30 18 0.36 4 7.08 35.03 120 1 120.00 155.03 62.01

28.5 Dense silty sandy gravel 30 30 0.60 4 11.81 46.84 120 1 120.00 166.84 66.74 66.74

30 Ditto 50 40 0.80 4 15.74 62.58 200 1 200.00 262.58 105.03

31.5 Ditto 50 50 1.00 4 19.68 82.26 200 1 200.00 282.26 112.90

33 Ditto 50 50 1.00 4 19.68 101.94 200 1 200.00 301.94 120.78

34.5 Ditto 50 50 1.00 4 19.68 121.62 200 1 200.00 321.62 128.65

36 Ditto 50 50 1.00 4 19.68 141.30 200 1 200.00 341.30 136.52

To calc. negative skin friction (Qn) Qn = fn x As, where fn = 0.25 x Po /2 Po = (110 -62.5) x H x 3.28, where H = 12m = 1869.6 16.43 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) = 50.31 *** from borelog N = 50, use N = 3D only ddedit

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(ft) Qs

(Tons) Qs’

(tons) Fb Ab

(sq ft) Qb’

(tons) Qu

(tons) Qa

(tons)

0 Top soil , soft clayey silt 0

1.5 Loose clayey silt 9 4.5 0.08 4 1.51 1.51 36 1 36.00 37.51 15.00

3 Ditto 15 12 0.20 4 4.01 5.52 60 1 60.00 65.52 26.21

4.5 Loose clayey sand 7 11 0.19 4 3.68 9.20 28 1 28.00 37.20 14.88

6 Ditto 3 5 0.09 4 1.67 10.87 12 1 12.00 22.87 9.15

7.5 Ditto 4 3.5 0.06 4 1.17 12.04 16 1 16.00 28.04 11.22

9 Ditto 0 2 0.00 4 0.67 12.71 0 1 0.00 12.71 5.09


12 Ditto 5 2.5 0.00 4 0.84 13.55 20 1 20.00 33.55 13.42

13.5 Ditto 6 5.5 0.04 4 1.84 15.39 24 1 24.00 39.39 15.76

15 Stiff silty clay, traces of sand 6 6 0.09 4 2.01 17.40 24 1 24.00 41.40 16.56

16.5 Ditto 8 7 0.10 4 2.34 19.74 32 1 32.00 51.74 20.70

18 Ditto 6 7 0.12 4 2.34 22.08 24 1 24.00 46.08 18.43

19.5 Ditto 10 8 0.12 4 2.68 24.76 40 1 40.00 64.76 25.90

21 Ditto 11 10.5 0.14 4 3.51 28.27 44 1 44.00 72.27 28.91

22.5 Ditto 10 10.5 0.18 4 3.51 31.78 40 1 40.00 71.78 28.71

24 Ditto 8 9 0.18 4 3.01 34.79 32 1 32.00 66.79 26.72

25.5 Ditto 8 8 0.15 4 2.68 37.47 32 1 32.00 69.47 27.79

27 Ditto 35 21.5 0.14 4 7.19 44.66 140 1 140.00 184.66 73.87

28.5 Dense silty sandy gravel 32 33.5 0.37 4 11.21 55.87 128 1 128.00 183.87 73.55 73.55

30 Ditto 50 41 0.57 4 13.72 69.59 200 1 200.00 269.59 107.84

31.5 Ditto 50 50 0.70 4 16.73 86.32 200 1 200.00 286.32 114.53

33 Ditto 50 50 0.85 4 16.73 103.04 200 1 200.00 303.04 121.22

34.5 Ditto 50 50 0.85 4 16.73 119.77 200 1 200.00 319.77 127.91

36 Ditto 50 50 0.85 4 16.73 136.50 200 1 200.00 336.50 134.60


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(ft) Qs

(Tons) Qs’

(tons) Fb Ab

(sq ft) Qb’

(tons) Qu

(tons) Qa

(tons)

0 Top soil , soft clayey silt 0


3 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


6 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

7.5 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

9 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


12 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

13.5 Ditto 8 4 0.08 4 1.57 1.57 32 1 32.00 33.57 13.43


16.5 Ditto 6 6.5 0.13 4 2.56 7.08 24 1 24.00 31.08 12.43

18 Ditto 6 6 0.12 4 2.36 9.45 24 1 24.00 33.45 13.38

19.5 Ditto 7 6.5 0.13 4 2.56 12.00 28 1 28.00 40.00 16.00

21 Ditto 6 6.5 0.13 4 2.56 14.56 24 1 24.00 38.56 15.43

22.5 Ditto 6 6 0.12 4 2.36 16.92 24 1 24.00 40.92 16.37

24 Ditto 10 8 0.16 4 3.15 20.07 40 1 40.00 60.07 24.03

25.5 Ditto 13 11.5 0.23 4 4.53 24.60 52 1 52.00 76.60 30.64

27 Ditto 28 20.5 0.41 4 8.07 32.67 112 1 112.00 144.67 57.87

28.5 Dense silty sandy gravel 32 30 0.60 4 11.81 44.48 128 1 128.00 172.48 68.99

30 Ditto 18 25 0.50 4 9.84 54.32 72 1 72.00 126.32 50.53

31.5 Ditto 22 20 0.40 4 7.87 62.19 88 1 88.00 150.19 60.08

33 Ditto 20 21 0.42 4 8.27 70.45 80 1 80.00 150.45 60.18

34.5 Ditto 21 20.5 0.41 4 8.07 78.52 84 1 84.00 162.52 65.01

36 Ditto 30 25.5 0.51 4 10.04 88.56 120 1 120.00 208.56 83.42 83.42

To calc. negative skin friction (Qn ) Qn = fn x As, where fn = 0.25 x Po /2 Po = (110 -62.5) x H x 3.28, where H = 12m = 1869.6 16.43 Qn = 0.25 x Po /2 x As x H x 3.28/2240 Allowable load Qa’ = (Qu/2.5 – Qn) = 67 .00 *** from borelog N = 50, use N = 3D on ly

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(ft) Qs

(Tons) Qs’

(tons) Fb Ab

(sq ft) Qb’

(tons) Qu

(tons) Qa

(tons)

0 Top soi l, soft clayey silt 0


3 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


6 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

7.5 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

9 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00


12 Ditto 0 0 0.00 4 0.00 0.00 0 1 0.00 0.00 0.00

13.5 Ditto 10 5 0.10 4 1.97 1.97 40 1 40.00 41.97 16.79


16.5 Ditto 6 6.5 0.13 4 2.56 7.87 24 1 24.00 31.87 12.75

18 Ditto 7 6.5 0.13 4 2.56 10.43 28 1 28.00 38.43 15.37

19.5 Ditto 5 6 0.12 4 2.36 12.79 20 1 20.00 32.79 13.12

21 Ditto 4 4.5 0.09 4 1.77 14.56 16 1 16.00 30.56 12.23

22.5 Ditto 5 4.5 0.09 4 1.77 16.33 20 1 20.00 36.33 14.53

24 Ditto 11 8 0.16 4 3.15 19.48 44 1 44.00 63.48 25.39

25.5 Ditto 15 13 0.26 4 5.12 24.60 60 1 60.00 84.60 33.84

27 Ditto 27 21 0.42 4 8.27 32.87 108 1 108.00 140.87 56.35

28.5 Dense silty sandy gravel 26 26.5 0.53 4 10.43 43.30 104 1 104.00 147.30 58.92

30 Ditto 16 21 0.42 4 8.27 51.56 64 1 64.00 115.56 46.22

31.5 Ditto 20 18 0.36 4 7.08 58.65 80 1 80.00 138.65 55.46

33 Ditto 18 19 0.38 4 7.48 66.12 72 1 72.00 138.12 55.25

34.5 Ditto 23 20.5 0.41 4 8.07 74.19 92 1 92.00 166.19 66.48

36 Ditto 30 26.5 0.53 4 10.43 84.62 120 1 120.00 204.62 81.85 81.85


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Design Calculations of Bored Piles& Pile Caps for Proposed SK

Taman Segar Cheras

1. IntroductionThe project consists of construction of 2 blocks. of 4-storey JKR Std. School buildings. Thesite is generally flat with about 2½m fill some 5 years ago. The generalized subsoil properties are as follows:-0 - 12m : loose clayey sand with localized very dense layer. Average SPT, N = 5.

12m - 17m : medium to dense silty clayey sand, N = 16

17m - 27m : very dense grey spotted yellowish fine to coarse silty sand with gravel (N = 40 - 50). Water table 15m bgl.

No of colums per block is 44 and the columnload is about 78 Ton (max.)

Due to presence of localized very. dense cemented clayey sand with gravels at shallow depth, very hard driving will encountered at shallow depth if driven piles are used.Bored piles are considered more cost effective piling system in this case when compared with other suitable piling system such as H piles (R.C. piles are Not suitable). Though the site consists of sandy soil, the bored piles are considered suitable because water.table is low and the residual soil is usually quite impermeable.

2. Design Calculations460mm diameter bored piles are proposed.

2.1 Design Criteria- Concrete Grade 25 for piles & caps- Design compressive stress = 4.8N/mm sq.

< fcu/4.- Longitudinal reinf provided is 1.0% for full bored shaft, i.e. 6Y20 & R9

@ 300mm c/c as helical reinforcement.- Installation procedure according to JKR spec (KPKR 6/1989).- max design load = 80 Ton.- max test load = 2 X design load.

2.2 Geotechnical CapacityUse modified Meyerhof’ s equation:

Ultimate capacity, Qu = N1 As + K2 AbK1 K2

Where N1 = average SPT value for shaft K1 = 50K2 = 1N2 = average SPT valug at baseAs = surface area(ft2) Ab = base area (ft2)


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Generalised Design SPT0 - 17m, average SPT = 8 17m - 24m,average SPT = 40 Average SPT @ 24M = 50

.'. Total ultimate frictional resistance

Qs- Spx52x1.5xi1 +540 0 x22 x1.5xi1

= 39.2 + 82.9= 122.1 Ton

Total ultimate end bearing

Qb = 50 x 1.52 x 11 /4 = 88.3 Ton

:. Qu =12.2.1+88.3 = 210.4 Ton

.'. Safe load Qa = 210.4/2.5 = 84.1 Ton

Say 80 Ton per bored pile (18" diam x 24m)

3. Pilecap DesignSingle Pilecap for Pile Diameter 460mm (18" Diam x 24m Bored Pile)No. of Pile = 1Pile Diameter = 460mm

Size of Pilecap = 660 x 660 x 900mm

Steel ReinforcementMain Bars = 0.15% x b x d = 792mm2.. Provide 4 Y 16 Bothways

Horizontal Links = 0.25% OF Main Steel Area = 100mm2 .: Provide 3 Y 10

Quantities Per CapExcavation = 0.41 m3Volume of Concrete = 0.39 m3

WT. of Reinforcement = 26.6 kg. (Y 16)= 4.8 kg. (Y 10)

Lean Concrete = .44 m2Formwork = 2.38 m2

Steel Content = 134 lb/yd3


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LAPORAN GEOLAPORAN GEOTEKNIK TEKNIK

MAKTMAKTAB PERAB PERGURGURUUAN SRI PINAN SRI PINANGANG,,BBUKIT MIERUKIT MIERTTAJAJAM,AM,SEBERANG PERA1,SEBERANG PERA1,

PULAPULAU PINU PINANGANG

DISEDIAKAH OLEH :IR. ANNIES MD. ARIFFEH. AHMAD AZLAN AHMAD(INSTITUT LATIHAN & PENYELIDIKAN JKR)


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PendahuluanLaporan ini adalah 'bertujuan untuk menyam-paikan keterangan ringkas sumbangan yangtelah diberi oleh Pusat ini di dalam menentukanpemilihan asas-asas yang sesuai bagi bangu-nan-bangunan yang dicadangkan untuk projekyang disebut di atas. Sumbangan ini. adalahbersesuaian dengan peranan utama pusat inisebagai satu organisasi.sokongan kepada semuacawangan di dalam JKR dalam hal- hal yangbersangkut-paut dengan bidang geoteknikal.

Laporan ini akan' ketengahkan juga masalah-masalah parancangan yang dihadapi semasapusat ini menjalankan kerja penyiasatan -tapakdan kerja merekabentuk asas yang sesuai bagibangunan bangunan yang terlibat

Bagi 'projek ini permintaan untuk menjalankanpenyiasatan tapak dan seterusnya'pen gesyoransyor-syor asas telah dikemukakan olehCawangan Kerja Pendidikan melalui suratPKR(KP)MP/PP/87/17(102) bertarikh27/02/1989.

Skop ProjekPelaksanaan projek ini melibatkan pembinaan32 bush bangunan dengan ketinggian bangu-nan-bangunan di antara 1-tingkat hingga 4-tingkat. Lingkungan beban-beban tiang pulaadalah dari serendah-rendah 50.0 kN sehinggasetinggi 1800.0 kN. Penyediaan tapak meli-batkan kerja-kerja pemotongan se dalam diantara 0.0 hingga 6.Om dan penimbusan set-inggi di antara 0.0 hingga 6.0m.

Butiran bangunan mengikut bilangan tingkatadalah seperti berikut:-

1-tingkat - 16 unit2-tingkat - 7 unit4-tingkat - 8 unitTangki Air - 1 unit

Skop Penyiasatan Tapak/TanahBerpandukan lukisan punca tatatur yang dike-mukakan, satu skop kerja penyiasatan tapak,berupa 33 bil. ujian gerekan dalam, 3 bil. ujiangerimit tangan dan 89 bil. ujian probaMckintosh, telah dirancangkan. Perancangan

skop kerja penyiasatan tersebut dibuatmengambilkira faktor-faktor berikut:-i) Jenis bangunan serta beban-beban tiang yang

terlibat,

ii) Kegunaan bangunan,

iii) Ciri-ciri geology kawasan,

iv) Keadaan kawasan tapak,

v) Kerja-kerja tanah - potongan dan penimbusan.

Selain dari perancangan skop kerja penyiasatankedudukan lokasi ujian-ujian juga dibuat den-gan mengambilkira faktor-faktor yang dise-butkan di atas.

Adalah dimaklumkan bahawa perkara (v) diatas hanya dapat dibuat andaian sahaja semasaperancangan skop penyiasatan tapak keranaparas formasi tidak dinyatakan di dalam luk-isan tatatur tersebut.

Oleh kerana projek ini telah dikelaskan sebagaiprojek SEGERA dan memandangkan bebankerja semasa unit penyiasatan tapak pusat inipada masa itu adalah terlalu banyak makakeputusan telah dibuat supaya kerja-kerjapenyiasatan tapak ini dijalankan secara kontrak.Juga bagi menjimatkan masa telah dipersetujuibahawa tender kerja ini dilakukan secara lan-tikan terus. Kontraktor yang telah dilantik'untuk menjalankan kerja-kerja ini adalahSekata Bina Sdn. Bhd. dengan kos kontrakkerja terhad tidak melebihi $50,000-00.

Oleh yang demikian, kawalan kos yang ketattelah dilakukan semasa kerja-.kerja penyiasatansedan& dijalankan bagi memastikan koskeseluruhan kontrak ini tidak melebihi$50,000-00.

Keputusan Penyiasatan TapakBerpandukan kepada peta HydrogeologiSemenanjung Malaysia tapak projek ini, iaitudaerah Bukit Mertajam, adalah terletak di atasformasi batu GRANIT yang diselubungi olehtanah jenis KELODAK/BERLIAT. Ini adalah


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berpadanan dengan keputusan penyiasatantapak/tanah yang diperolehi di mana tanahbawahan adalah jenis tanah LIAT/KELODAKdan berpasir. Tanah adalah dalam keadaansederhana kental hingga sangat kental di antaraparas dalaman 0.0 hingga 35.0m, dan kerassehingga sangat keras pada -dalaman lebih dari18.0m.

Kedudukan paras air bawah tanah semasa kerjapenyiasatan dijalankan (bulan Mac, 1989)adalah di antara 1.55m hingga kering.

Rekabentuk Syor AsasPada amnya pemilihan jenis sistem asas adalahberdasarkan kepada faktor-faktor berikut:-

a) kemampuan tanah bawahan menanggung beban yang akan ditanggung berdasarkan keupayaan galas yang dibenarkan yang 'dikira bersesuaian dengan keadaan tanah bawahan dan juga ciri-ciri geologi kawasan.

b) beban tiang dan jarak antara tiang

c) faktor keselamatan terhadap kegagalan danenapan yang dapat diterima pada beban kerja struktur bagi memenuhi kehendak 'servicibilty limit state'

d) Kawalan mutu semasa pembinaan

e) Jenis struktur

f) tapak timbusan atau potongan

g) ekonomik

Oleh yang demikian sebelum menentukansebarang sistem asas yang hendak digunakan,faktor-faktor di atas perlu diteliti terlebih dahu-lu bagi setiap bangunan supaya satu sistem asasyang sesuai dan ekonomik dapat ditentukan.

Perlu dinyatakan disini bahawa di dalam halmembuat perkiraan rekabentuk geoteknikadalah mustahak ciri-ciri jenis tanah serta buti-ran kekuatan tanah-tanah yang dipilih di dalamperkiraan rekabentuk diperolehi daripada kepu-

tusan ujian-ujian tanah yang dibuat ditempatkedudukan atau berdekatan dengan bangunanyang terlibat. Walaubagaimanapun disebabkanpindaan ke atas pelan punca projek ini, di manalokasi kebanyakan bangunan telah dialihkan,maka terdapat bebarap ujian gerekan dalamberada diluar kawasan tapak bangunan, mala-han terdapat juga beberapa bangunan yangtidak ada sebarang ujian penyiasatan tapakdijalankan. Dalam hal demikian, pusat ini telahmembuat ekstrapolasi kepada keputusan-kepu-tusan ujian tanah yang paling berdekatan den-gan bangunan yang tiada sebarang ujian tanah,dan mengunakan maklumat tersebut bersertapengetahuan geologi kawasan bagi membuatpenganalisa geoteknik.

Berpandukan faktor-faktor di atas dan jugakeputusan penyiasatan tapak yang telah dibuat,dua (2) jenis sistem asas telah direkabentukbagi projek ini. Dua (2) jenis sistem asas yangdimaksudkan itu ialah asas penapak konkritdan alas cerucuk. Bagi sistem asas cerucuk duajenis cerucuk telah direkabentuk iaitu cerucukkonkrit tetulang dan cerucuk kayu berubat.

Bagi sistem asas cerucuk daya tanggung ceru-cuk-cerucuk yang direkabentuk adalah darisepara geseran badan (frictional) dan separatangouno hujung (end bearing) dan faktor kese-lamatan yang telah digunakan di dalam perki-raan adalah.2.0 serta menggunakan kekuatantanah dalam lingkungan batasan rendah.

Apa yang dimaksudkan dengan geseran badanialah beban yang ditanggung oleh cerucukberkenaan akan dipindahkan ke tanah melaluirintangan geseran (frictional resistance) diantara permukaan badan cerucuk dan tanah,dan ini akan hanya terjadi sekiranya cerucul:tersebut mengalami mendapan lebih dari men-dapan tanah (relative settlement of pile isgreater than that of the soil). Maksud tanggunghujung pula ialah beban yang ditanggung olehcerucuk akan dipindahkan ke tanah melaluipenghujung cerucuk (base of pile).

Contoh-contoh perkiraan rekabentuk kedua-duajenis sistem, asas ada seperti di dalam lampi-ran-lampiran 'A' dan 'B'.


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Bagi bangunan-bangunan yang mana telahdisyorkan lantai gantung keputusan-ini adalahberdasarkan kepada beberapa faktor yang manaadalah seperti di bawah:-

a) timbusan Yang akan dilakukan adalah terlalu tinggi,

b) Kegunaan bangunan.

Contoh perkiraan anggaran enapan tanah tim-busan adalah seperti di dalam -Lampiran 'E'.

Senarai LampiranLampiran 'A' - CONTOH PERKIRAAN

REKABENTUK GEOTEKNIK BAGI CERUCUK KONKRIT TETULANG

Lampiran 'B' - CONTOH PERKIRAAN REKABENTUK GEOTEKNIK BAGI PENAPAK

Lampiran 'C' - SURAT SYOR ASAS YANG TELAH DIKEMUKAKAN KEPADACAW. KERJA PENDIDIKAN

Lampiran 'D'- LAPURAN PENYIASATAN TAPAK YANG TELAH DIJALANKAN

Lampiran 'E' - CONTOH PERKIRAAN ANGGARAN ENAPAN TANAH TIMBUSAN


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Lampiran 'A'

Pile Foundation Design for Administration Blocks (4-Storey)Northern Block : F.F.L. = 16.0m; Fill = 0.5 to 1.0m

Central Block : F.F.L. = 17.5m; Fill = 0.0 to 1.5mCut = 0.0 to 1.0m

Southern Block : F.F.L. = 19.0m; Fill = 0.0 to 2.0mCut = 0.0 to 1.5m

Column Load : 755.OkN (83 numbers); 700.OkN (83 numbers)

Deep Boring : DB/3, DB/4 and DB/G (Refer sketch attached)

Shaft Resistance Formulaea) CLAY : Q = α*Cu*A. where α = adhesion factor

Cu = undisturbed undrained cohesion 'A. = surface area of pile

b) SILT : Q = N/60*A. where N = Standard Penetration Test

c) SAND : Q. = N/50*A.

Base Resistance Formulae:a) CLAYQb, = N*Ab where Ab = base area of pile

b) SILT = 2. 5iN*Ab

c) SAND Qb, = 4N*Ab

Design AnalysisAdopt DB/4 since worst case and assume.height of fill = 2.0m Try R.C. Pile of size B" x B"

Shaft ResistanceFor depth 0 - 2.0m b. F. F. L. : FILL

For depth 2 - 5.0m ; CLAY ; assume N = 13take Cu = 82.0 kN/m2 (Terzaghi)

α = 1.0 (Tomlinson)α = 0.4 (McClalland)

adopt α = 0.7Q = 0.7*82.0*4*B*3.0 = 1.783B tonnes

39.37*9.81

For depth 5 - 9.0m : SAND ; assume N = 7


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Q. = 7*4*B*4.0*3.281 = 0.612B tonnes 50* 12

For depth 9 - 11.0m: SILT ; assume N = 6Q. = 6*4*B*2.0*3.281 = 0.219B tonnes

60*12

For depth 11 - 18.0m: CLAY ; assume N = 13

take α = 82.0 kN/m2 a. = 0. 65

Q = 0.65*82.0*4*B*7.0 = 3.864B tonnes 39.37*9.81

Q = 6.478B tonnesBase ResistanceAt depth 21.Om b.F.F.L. take N = 13 and since proportion of SAND is quite high (> 30%) adoptQb = 2.0*N*Ab (i.e. between CLAY & SILT).

Qb = 2.0*13*B*B = 0.130B2 144

Ultimate Resistance Qa = Qp + Qb= G.478B-+ 0.180B2

If B = 12 inches; Q, = 77.7 + 26.0 = 103.7 tonnes

Take overall Factor of Safety = 2.0

Allowable Resistance Q11, = 103.7/2.0 = 51.8 tonnes (say 52.0)

To allow for erratic nature of underlying soil and also as per para 3.0 of report allow for '15%increase.

Hence adopt 12" x 12" R.C.Piles @ 21.0m with Q~,s = 450.0 kH/pile

Although the bulk of the carrying capacity of pile is mainly frictional set might be achieved beforedepth design.

Hence set readings to be taken during driving and if set not achieve drive to design depth.


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Lampiran `B'

Shallow Foundation Design For Pre-School Block (1-Storey)Proposed F.F.L. = 26.0m; Cut = 4.5 to 5.0m

Column Load 128.OkN (22 numbers); 167.OkN (23 numbers)

Deep Boring DB/14-(R.L. = 30.74m)

At depth 1.Om b. F. F. L. take N *= 9 ( lower bound) and at this depth soil is COHESIVE (siltyCLAY),

Try pad footing of size B (m) x L -(m) @ depth 1.0m b.F.F.L.

From NAVFAC DM-7.2;

q*No*(1+0.08/L) + (D where c = undrained cohesionNa = bearing capacity factorD = depth of footing

below original grd. level.( = bulk density of soil

Take c = 55.0 kn/m2. Assume 0 = 0° and (=18..0 kN/m3

Consider case when ground water table is 1.0m b.F.F.L.

Therefore for square footing, B/L = 1, and for 0 = 0°, Na = 5.53 55.0*5.53*1.3 + 18.0*5.74= 395.4 + 103.3= 498.7 kN/mz

Adopt Factor of Safety = 3.0q~ " = 498.7/3.0 = 166.2 kN/mx (say 166.0)

If ignoring depth contribution i.e. XD,

q"lro = 395.4 kN/mz

Applying same F.o.S.; gall = 131.8 kN/mz

Therefore adopt square footing with gall = 94.0 kN/mo (2000 p.s.f.) 0 1.0m b.F.F.L. (i.e. to followstandard drawing).


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Lampiran ‘C’

( )dlm. PKR.RPM.85/ 173/GO5/0330hb. Jun. 1989

Pengarah, Cawangan Kerja Pendidikan,Ibu Pejabat JKR,Jalan Sultan Salahuddin,50582 KUALA LUMPUR.(u.p: Ir. Lam Yok Lon)

Tuan,Perkara : CadanganMaktab Perguruan Sri Pinang, Bukit Mertajam, Pulau Pinang.Merujuk perkara di atas dengan segala hormatnya disampaikan keputusan penyiasatan tapak dansyor-syor asas untuk tindakan tuan selanjutnya.

2.0 Selaras dengan penguatkuasaan surat pekeliling KPKR 2/88, sistem cerucuk alternatif oleh pentender boleh diterima.

3.0 Dimaklumkan juga bahawa seperti perbincangan yang telah diadakan dengan pegawai tuan Ir. Lam Yok Lon pada 15/06/1989, pusat ini bersetuju bahawa kos anggaran asas bagi projek ini ditambah lebih kurang 15% atas sebab desakan untuk melaksanakan projek ini secepat mungkin. Pertambahan ini adalah untuk menyesuaikan perkara yang mungkin be rlaku semasa pembinaan atas langkah-langkah yang dibuat semasa perancangan untuk menyingkatkan tempoh masa perancangan dan rekabentuk seperti berikut:-

a) Penyiasatan tapak telah dilakukan secara 'appointed - contractor' dan dengan ini kos kontrak tidak boleh melebihi $50,000.00. Ini telah menghadkan skop penyiasatan tapak yang perlu dijalankan.

b) Lokasi-lokasi bangunan telah diubah daripada lokasi cadangan asal yang mengakibatkan ada beberapa bangunan tidak terdapat ujian gerekan dalam dijalankan.

c) Ketidak seragaman keadaan tanah bawahan ditapak projek ini yang mana masalah (a) telah menyulitkan lagi keadaan ini. 4.0 Perlu dimaklumkan bahawa pusat ini mendapati bahawa tidak terdapat apa-apa sistem perparitan yang telah disediakan bagi projek ini. pleh yang demikian pihak tuan perlulah mengkaji akan hal ini dan membuat pengesyoran yang sewajarnya.

Sekian, harap maklum

'BERKHIDMAT UNTUK HEGARA' 'CINTAILAH BAHASA KITA'

Saya yang menurut perintah,

( IR. NEON CHENG AIK )Penolong Pengarah Kanan (Pusat Penyelidikan) b.p. Pengarah,


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Institut Latihan & Penyelidikan JKR, Jalan Serdang,43000 KAJANG, Selangor DarulEhsan.Projek : Cadangan Maktab Perguruan Sri Pinang,

Bukit Mertajam, Pulau Pinang.1.0 Tujuan

Laporan ini adalah bertujuan untuk menyampaikan keputusan penyiasatan tapak dan syor-syor asas yang sesuai bagi projek di atas.

2.0 Skop ProjekPerlaksanaan projek ini akan melibatkan pembinaan blok-blok bangunan seperti yang tertera di dalam lukisan pelan tatatur BKP 187/89/1 (PRE) A dan penyediaan tapak akanmelibatkan kerja-kerja pemotongan sedalam di antara 0.0 hingga b.Om dan penimbusan di antara 0.0 hingga 5.0m.

3.0 Skop Kerja PenyiasatanDalam menialankan kerja-kerja penyiasatan, sebanyak 30 bil. ujian gerekan dalam, 85 bil. ujian proba Mackintosh dan bil. ujian gerimit tangan telah dijalankan dan lot:asi-lokasi ujian-ujian ini adalah berdasarkan kepada lukisan tatatur asal BKP 187/89/1(PRE). Kerja-kerja penyiasatan tapat: ini telah dijalankan oleh Sekata Bina Sdn. Bhd. Disamping ujian-ujian di tapak, ujian-ujian makmal juga telah diIakukan ke atas contoh-contoh tanah yang diperolehi bagi mengetahui jenis dan sifat-sifat tanah yang terdapat di tapak.

4.0 Syor-syor Asas


Jenis Bangunan

Jenis Asas

Saiz & Panjang

Keupayaan galas yg. Dibenarkan (kN/cerucuk)

Beban Ujian (kN/cerucuk)

Keupayaan tanggung yg. Dibenarkan

(kN/m2) ‘A’ Cerucuk

Konkrit Tetulang

305 x 305 @ 21.0

450.0 900.0 -

‘B’ " 305 x 305 @ 18.0

" " -

‘C’ Penapak Konkrit Tetulang

- - - 95.0(2000 psf) @ 1.5m b.F.L. (JKR probes > 40 blows/foot).

‘D’ (A)

(B)

" "

- -

- -

- -

"

71.0 (1500 psf) @ 1.5m b.o.g.l.(JKR probes > 40 blows/foot).

‘E’ " - - - 71.0 (1500 psf) @ 1.5m b.F.L. (JKR probes > 30 blows/foot) .

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‘F’ (A)

(B)

Cerucuk Kayu

Berubat

Penapak Konkrit Tetulang

152 x 152 @ 9.0

-

100.0 -

200.0 -

-

71.0 (1500 psf) @ 1.5m b.F.L. (JKR probes > 30 blows/foot).

‘G’ " - - - 71.0 (1500 psf)

@ 1.5m b.o.g.l.(JKR probes > 40 blows/foot).

‘H’ Cerucuk Konkrit Tetulang

305 x 305 @ 18.0

500.0 1000.0 -

‘J’ " " " " -

‘K’ Penapak Konkrit Tetulang

- - - 71.0 (1500 psf) @ 1.5m b.o.g.l.(JKR probes > 40 blows/foot).

‘L’ Cerucuk Konkrit Tetulang

305 x 305 @ 15.0

430.0 860.0 -

‘M’ Penapak Konkrit Tetulang

- - - 95.0 (2000 psf) @ 1.5m b.F.L. (JKR probes > 40 blows/foot).

‘N’ Cerucuk Konkrit Tetulang

254 x 254 @ 6.0

160.0 320.0 -

‘P’ " 305 x 305 @ 15.0

500.0 1000.0 -

‘Q’ Penapak Konkrit Tetulang


‘R’ " - - - "

‘S’ " - - - "

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‘U1’ (A)

(C)

atau

(B)

Cerucuk Konkrit Tetulang

" "

Penapak Konkrit Tetulang

381 x 381 @ 18.0

381 x 381 @ 18.0

305 x 305

@ 18.0 -

650.0

650.0

450.0 -

1300.0

1300.0

900.0 -

- - -

95.0 (2000 psf) @ 1.5m b.o.g.l.(JKR probes > 50 blows/foot).

‘U2’ (A)

(B)

atau

"

Cerucuk Konkrit Tetulang

"

-

381 x 381 @ 15.0

305 x 305 @ 18.0

-

650.0

450.0

-

1300.0

900.0

95.0 (2000 psf) @ 1.5m b.F.L. (JKR probes > 40 blows/foot).

- -

‘V’ atau

atau

"

381 x 381

305 x 305

254 x 254 @ 15.0

650.0

450.0

300.0

1300.0

900.0

600.0

- - -

‘T’

"

381 x 381 @ 18.0

900.0 1800.0 -

‘X’ Penapak Konkrit Tetulang


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Syor-syor asas adalah seperti berikut:-Nota:i) Cerucuk Konkrit Tetulang

a) Daya tanggung beban kebanyakan cerucuk-cerucuF: yang direkabentuk adalah dari separa geseran badan dan separ.a tanggung huiung dan keupayaan galas yang disyorkan adalah berdasarkan kekuatan tanah dalam lingi:ungan batasan rendah serta menggunakan faktor keselamatan 2.0.

b) Sekurang-Wrangnya 5 bilangan cerucuk permulaan perlu ditanam bagi setiap bangunan yang dicadangi;an yang memerlukan asas cerucuk dan 1 bilangan cerucuk ini perlu dijalankan ujian beban (ini bermakna bahawa sekurang-kurangnya satu ujian beban dibuat bagi setiap bangunan yang melibatkan asas cerucuF:). Ujian beban ini boleh dijalankan selepas 3 minggu cerucuk-cerucuk berkenaan ditanam.

ii) Penapak Konkrit Tetulanga) Fenapak-penapak E:onkrit hendaklah ditanam ke paras dalaman yang telah ditetap

kan di dalam jadual di atas (b. F. L. - below formation, atau b.o.g.l. - below original ground level), dan lobang-lobang asas yang dikorek hendaklah jangan dibiarkan terdedah terlalu lama. Kerja-kerja 'concrete sdreeding' dan konkriting hendaklah dilakukan secepat mungkin selepas penggalian lobang asas.

b) Walaubagaimanapun ujian pengesahan proba-proba JKR perlu dijalankan terlebih dahulu bagi setiap kedudukan tiang bangunan-bangunan yang-dicadangkan bagi memastikan hentaman proba-proba ini tidak kurang dari apa yang dicatitkan di dal am jadual di atas dari dasar lobang asas kebawah dan ujian-ujian ini hendaklah dibuat sebelum kerja-kerja pergorekkan lobang-lobang asas.

iii) Cerucuk Kayu Berubata) Daya tanggung cerucuk yang direkabentuh adalah separa geseran badan dan sep

ara tanggung hujung dan faktor keselamatan yang digunakan di dalam perkiraan adalah 2.0 serta menggunakan kekuatan tanah- dalam lingkungan batasan rendah.

b) Cerucuk hendaklah ditanam sehingga mencapai set yang sesuai dan ini dijangka akan ditemui di paras dalaman lebih dari 6.0m.

c) Cerucuk !:ayu KEMFAS Berubat yang diluluskan oleh SIRIM hendaklah digunakan dan perlu mematuhi keperluan-keperluan yang terkandung di dalam surat pekeliling KF*:R 7/1984.

d) Sekurang-kurangnya 3 bil. cerucuk permulaan perlu ditanam terlebih dahulu dan 2 bil. cerucuk ini hendaklah dijalankan ujian beban. Ujian beban ini boleh dilakukan selepas 3 minggu cerucuk-cerucul: berkenaan ditanam.

5.0 Syor-syor Tambahana) Kerja-kerja penimbusan dan pemotongan hendaklah dijalankan pada perinakat

permu laan kerja-kerja pembinaan dan tanah yang ditimbus hendaklah di dalam lapisan tidak melebihi 300mm dan setiap lapisan dipadat ke tahap 95% mengikut Piawaian Kepadatan British dengan penentuan JKR.

b) Bagi bangunan-bangunan di mana lantai-lantai tingkat bawah akan diletakkan di atas


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tanah timbus melebihi 2.50m kegunaan lantai gantung adalah diperakukan, danuntuk bangunan-bangunan lain yang mana lantai-lantai tingkat bawah akan dilekakan di atas tanah timbus tidak melebihi 2.50m lantai-lantai ini hendaklah diperkuatakan dengan 2 lapisan BRC dan sambungan bebas disediakan di anatara lanatai dan rasuk/dinding bangunan.

c) Penyediaan penyambung bagi setiap jarak 6.0m adalah wajar bagi lantai-lantai apron kesemua bangunan yang dicadangkan dan mana-mana lantai apron yang akan diletakkan di atas timbus melebihi -1.0m lantai apron ini perlu dipisahkan daripada tiang/rasuk/dinding bangunan dengan bitumen.

d) Bagi blok-blok bangunan di mana pusat ini telah mengesyorkan lebih dari satu saiz cerucuk, pihak tuan . bolehlah memilih mana-mana saiz.yang didapati lebih ekonomik tetapi HANYA SATU SAIZ CERUCUK DIBENARKAN bagi satu bangunan.

e) Pusat ini juga mengesyorkan agar. kecuraman cerun-cerun yang akan didirikan tidak melebihi IM: 1(H) bagi cerun-cerun potong (cut slopes) dan, IM: 1.5(H) bagi cerun-gerun timbud (filled slopes).

6.0 Hal-hal LainSatu set rekod penanaman cerucuk-cerucuk yang diuji berserta dengan keputusan ujian-ujian bebannya hendaklah dikemukakan kepada pusat ini untuk tujuan dokumentasi.

7.0 PenutupDikemukakan syor-syor dan ulasan pusat ini untuk tindakan tuan selanjutnya.

Pusat Penyelidikan,Institut Latihan & Penyelidikan JKR.


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Lampiran 'E'

Settlement Estimation of Fill

From classification results underlying soil is of the COHESIVE type with a fair proportion ofsandy materials. It is most probable that the fill material to be used would be obtained from thecut-areas. Hence for settlement analysis it is assume that the fill material is of the cohesive type.

In the estimation of soil settlement it is assume that the - original underlying soil where the fillwould be place experience negligible settlement and whatever settlement that would occur is sole-ly from consolidation of the fill under its own weight. It is also assume that the fill is uncompactedsince it is most common now that the control exercised in placing fill and compaction has fre-quently been insufficient to ensure an adequate and uniform support for structures immediatelyafter placement.

Hence for estimation of settlement of fill, fig. 1.0 below would be used.

From fig. 1.0 graph 5, cohesive material would settle around 11% of its thickness.

Suppose that construction period is 2 years and construction of ground floor would be carried outafter a period of 1.5 years after placement of fill..

Take case where height of fill = 2.50m

Therefore settlement of fill = 0.11 x 2.50 = .275m

Settlement (': of height of fill) = 0.08 x. 2.50 = 0.200m after period of 1.5 yrs.

Hence remaining settlement after = 0.275 - 0.200 = 0.075m period of 1.5 yrs.

Therefore for those buildings placed on fill ground of height >> 2.50m suspended floor is recom-mended and for the others . place on fill < 2.50m independent floor with 2 layers of BRC.


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Projek : SM. Kebangsaan Sungai Besar,Sabak Bernam, Selangor. Pakej : KBSM.

1.0. Tujuan.Lapuran ini adalah bertujuan untuk menyampaikan keputusan penyiasatan tapak dan syor asas yang sesuai bagi.projek diatas.

2.0. Skop KerjaPerlaksanaan projek ini akan melibatkan pembinaan 1 Blok, 2 Tingkat (6BD,) bangunan sekolah seperti yang tertera didalam pelan tatatur JKR/SB:765/81A. Aras tanah sediada adalah merupakan cadangan aras formasi tapakbina ini,dan tidak-melibatkan sebarang penambunan.

3.0. Skop Kerja Penyiasatan TapakSebanyak 8 bilangan ujian proba JKR telah dijalankan oleh JKR Sabak Bernam, dan-2 bilangan ujian gerekan dalam telah dijalankan oleh Unit Makmal dilokasi-lokasi yang bertanda didalam pelan tatatur.

4.0. Syor-syor AsasBerdasarkan kira-kira rekabentuk, syor asas adalah seperti berikut:-

4.1. Daya tanggung beban cerucuk konkrit tetulang yang direkabentuk adalah kebanyakannya dari geseran badang, Perkiraan adalah menggunakan kekuatan tanah di dalam lingkungan batasan rendah. Ini bermakna hanya 1 cerucuk sahaja diperlukan bagi setiap tiang.

4.2. Bacaan set tidaklah perlu semasa penanaman cerucuk, dan cerucuk bolihlah ditanamkan diparas dalaman 30.0m.

4.3. Sekurang-kurangnya 6 (enam) bilangan cerucuk permulaan hendaklah ditanam dan 1(satu) bilangan cerucuk yang berdekatan dengan.lokasi ujian gerekan dalam hendaklah dijalankan ujian.beban selepas 4 (empat) minggu cerucuk. berkenaan ditanam.

5.0. Syor-syor TambahanBagi mengelakkan keretakan lantai apron unit ini berpend.apat penyed.iaan penyambung bagi setiap jarak 6.Om adalah wajar. Lantai apron juga perlulah dipisahkan daripada dinding dan tiang bangunan supaya pergerakan berlainan sekiranya berlaku akan tersekat.

6.0. Hal-hal LainSatu set rekod penanaman cerucuk-cerucuk berserta dengan' keputusan ujian-ujian bebannya hendaklah dikemukakan kepada unit ini bagi tujuan kaiian lanjut dan rekod.

7.0. Penutup.Dikemukakan syor-syor dan ulasan unit ini untuk tindakan tuan selanjutnya.


Keupayaan galas yg. Dibenarkan

Beban Ujian

Jenis Asas Saiz Asas (mm)

Panjang Asas (mm)

(kN/cerucuk) Cerucuk Konkrit

Tetulang 254 x 254 30.0 300 600

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DATAS OBTAINED FORM : EN. BAHARUDIN LOKMAN JKR(O) S B

PROJEK : SMK SUNGAI BESAR DAERAH : SABAK BERNAM NEGERI : SELANGOR

1. HISTORY OF SITES

* Any Cut / Fill ?

NO

- If there’s fill – when ?

- What is the depth of fill?

* Is there a slope ? NO

- How far from the proposed building ? - What is the height of the slope ?

2. HISTORY OF EXISTING NEARBY BUILDINGS

* What is the type of foundation ? PILE

If Pile - What Type ? RC

- What Size ? 305 x 305

If Pad - What Depth ? -

- What Bearing Capacity ?

* When Constructed ? 80’s

* How is the present conditions ? OK

- Any apron / floor cracks ? SIGN OF

- Other sign of distress ? CRACKS

* How far is the nearest building ? 30’

3. SOIL CONDITIONS

* What type of soils ? SOFT CLAY

* What is the water level ? HIGH

HBB /hbb

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Pile Design Report



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Pile Design Report



UNIT MAKMAL KIRA – KIRA REKABENTUK

CAWANGAN REKABENTUK DAN PENYELIDIKAN IBU PEJABAT, JKR. PROJEK : SMK SUNGAI BESAR. DAERAH : SABAK BERNAM. PAKEJ : KBSM

NO. HELAI …………… 1………… REKABENTUK OLEH ……… ….… NO. FAIL ……………………… …... TARIKH ………4.10.89…………

RUJUKAN KIRA – KIRA CATATAN

Lukisan 1. Blok / 2 tct. (GBD) sekolah RL : 29.54

JKR/SB: 765/81A FL : 30.00

Column Loadings(T) Lukisan Frame

Front Back

F1 20 18

F2 29 25 MAX 29T

F3 25 21

Datas &

Assumptions No fitting included

Level Geological SPT Cu x

(m) (ft) Section (N) kN/m2

0 0 v/s

v/s

α 12 40 - (0.03) 1.0

v.soft v/s 25

Cu to (0.23) 0.9

Stiff -

Silty

Clay

Qu = Qs + Qb

Clay: Qs = As x Cu Qb = Ab 9 Cb

Sand : Qs = ASN Qb = Ab 4 N

50

Qa = Qu

f.o.s.

E96

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UNIT MAKMAL KIRA – KIRA REKABENTUK


NO. HELAI ……… 2…………….…. REKABENTUK OLEH ……… …..… NO. FAIL ……………………… .…... TARIKH ………4.10.89……….…


Try RC Piles

Level B X B Qs Qb Qa Qa Remarks

(m) (ft) (in) (T) (T) (T) (T)

30 100 61 B 3.5 B2

10 x 10 51 2.4 35 27 * quite close

12 x 12 61 3.5 42 32

15 x 15 76 5.5 53 41

67B 40B2

10 x 10 56 28 47 42

12 x 12 67 40 58 54

15 x 15 84 63 77 74

Cost comperison

F2 F2 F2

F1 F3 F3 F3 F3 F3 F3 F1

Frames Front Back Col

F1 2 2 4

F2 3 3 6

F3 6 6 12

E96

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Pile Design Report



UNIT MAKMAL

KIRA – KIRA REKABENTUK


NO. HELAI …… 3..…………….…… REKABENTUK OLEH ……… …..… NO. FAIL ……………………… .…... TARIKH ……4.10.89………….…


Frames Column No of Piles

Loads(T) 10” x 10” @ 30T(30m)

12” x 12” @ 30T(30m)

15” x 15” @ 30T(30m)

at 100 at 100 at 100

F1 20

18

F2 29

25

F3 25

21

Total 22 22 22

Rate $0.32/m2 $0.30/m2 $0.28/m2

Per m Per m Per m

Materials $960/- $1296/- $1890/-

10% 96/- 129.6/- 189/-

Total Cost $23,232/- $31,363/- $45738/-

Recommended R.C. Piles

Size : 10” x 10” (254 x 254)

Length : 100’ (30m)

Qa : 30T/Pile (300kN Pile)

f.o.s. : 1.5 skin 3.0 bearing

Pile is of mainly friction

E96

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Pile Design Report



Project : SM.KEB.SUNGAI BESAR, SABAK BERNAM, SELANGOR.

BD = Bilik Da Bangunan : 2 tingkat SC = Makmal S Jenis (BD/SC/BDS/SCS) : BD BDS = Bilik D Pile dim. : 254 mm sq. piles SCS = Makmal Length : 30 m W.Load : 30 Tonnes

Frames No. of Frames

Column Position

Column Load

Piles/ Column Piles Req’d.

F1 2 ///////////////////////////////

Front Back

20.0 18.0

1 1

2 2

F2 3 ///////////////////////////////

Front Back

29.0 25.0

1 1

3 3

F3 6 ///////////////////////// //////

Front Back

25.0 21.0

1 1

6 6

TOTAL : 22 $35.20 /m. length Cost : $23,232.00

ALTERNATIVELY : - Pile dim. : 305 mm sq. piles Length : 30 m W.Load : 45 Tonnes


Column Position

Column Load


F1 2 ///////////////////////////////

Front Back

20.0 18.0

1 1

2 2

F2 3 ///////////////////////////////

Front Back

29.0 25.0

1 1

3 3

F3 6 ///////////////////////////////

Front Back

25.0 21.0

1 1

6 6


Page 89

Pile Design Report



Project : SM.KEB.SUNGAI BESAR, SABAK BERNAM, SELANGOR.

BD = Bilik Da Bangunan : 2 tingkat SC = Makmal S Jenis (BD/SC/BDS/SCS) : BD BDS = Bilik D Pile dim. : 381 mm sq. piles SCS = Makmal Length : 30 m W.Load : 30 Tonnes


Column Position

Column Load


F1 2 ///////////////////////////////

Front Back

20.0 18.0

1 1

2 2

F2 3 ///////////////////////////////

Front Back

29.0 25.0

1 1

3 3

F3 6 ///////////////////////// //////

Front Back

25.0 21.0

1 1

6 6


ALTERNATIVELY : - Pile dim. : 305 mm sq. piles Length : 30 m W.Load : 45 Tonnes


Column Position

Column Load


F1 2 ///////////////////////////////

Front Back

20.0 18.0

1 1

2 2

F2 3 ///////////////////////////////

Front Back

29.0 25.0

1 1

3 3

F3 6 ///////////////////////////////

Front Back

25.0 21.0

1 1

6 6


49238035-jkr(spec si)

Documents

rict ional res

ibu pejabat jkr

cerucuk konkrit tetulang

penapak konkrit tetulang

ordinary portland cement

ujian gerekan dalam

institut latihan

negative skin friction