pile eccentricity calculation

PROPOSED ERECTION OF A 7-STOREY ACADEMEICBUILDING TO THE EXISTING NANYANG TECHNOLOGICAL

UNIVERSITY IN MK 08 ON LOTS 0173W, 00174V, 00175P,00176T, 00177A, 00178K, 00179N, 00180A, 00181K, 00182N,

00183X, 00184L, 00185C, 00186M AND MK09 LOTS 00029L,00384T, 00385A, 00392L, 01285K, 01286N, 01287X, 01288L,

01289C NANYANG DRIVE (WESTERN WATER CATCHMENTPLANNING AREA)

PILE ECCENTRICITY CALCULATION

Consultants: JPL Consultants Pte Ltd

Document No: JPL/2015/EM/09/04.15

Date: 09 Apr 2015

JPL CONSULTANTS PTE LTD Architectural,Civil & Structural Engineers, Project Management

352B, King George’s Avenue, King George’s Building, Singapore 208580

PILE ECCENTRICITY CALCULATION 1

STANDARD CERTIFICATION BY THE QUALIFIED

PERSON FOR STRUCTURAL WORKS

1. In accordance with Regulation 9 of The Building Control Regulations, I, FONGCHEE KEONG, the Qualified Person for structural works appointed under

section 8(1)(a) or 11(1)(d)(i) of the Building Control Act, hereby submit the

detailed structural plans and design calculations prepared by me and certify that

they have been prepared in accordance with the provisions of the Building Control

Regulations, the Building Control Act and any other written law pertaining tobuildings and construction for the time being in force.

2. I further certify that these detailed structural plans and design calculations are in

reference to Project Ref. No -

3. Total number of structural plans submitted :

Total number of pages of designs calculations :

in this book

Qualified Person for Structural Work Date

Signature and Stamp

10

09/04/2015

00

(PILE ECCENRICITY CALCULATION)


Geethan

Text Box

Geethan

Typewritten Text

A2081-38001-2013-ST04

Professional Engineer’s Design Report

TABLE OF CONTENTS

02

03

04

PE CERTIFICATION

1.0 TABLE OF CONTENTS

2.0 DESIGN INFORMATION & CRITERIA

2.1 Code of Practice

2.2 Design Loading

2.3 Material Grade

2.4 Material Density

2.5 Durability

4.0 DESIGN CALCULATION 06

PE CERTIFICATION



3.0 DESIGN INFORMATION & CRITERIA The following design Information and criteria are adopted.

3.1 Code of Practice

All design work shall comply with the appropriate current standards (PSB, BSI) and

BCA latest editions of the “Approved Documents”. Any other relevant codes of

practices shall be referenced as and when necessary.

Standards and Code of Practice Description BS 6399: Part 1 (1996) Design Loading for Buildings (Dead and Imposed

loads) BS 6399: Part 2 (1997) Loading For Buildings (Wind Loads) BS 6399: Part 3 (1988) Loading For Buildings (Imposed Roof Loads) SS CP 65: Parts 1& 2 (1999) Structural Use of Concrete SS CP 4: 2003 Foundations (Unless otherwise varied or modified by

subsequent sections of Geotechnical Design Memorandum)

BS 5950: Parts 1 to 4 (2000) The Structural Use of Steelwork in Buildings BC 1 : 2008 Design Guide on Use of Alternative Steel Materials to

BS5950

3.2 Design Loading

Loads shall be determined from the Building Control Regulations 1996 BS 6399

Part 1: 1996, Part 2: 1997, and Part 3: 1988 except where stated otherwise in this

memorandum. The following loads are considered in the design of all structures.

However, for the ease of reference, the loading intensities are reflected at the plans.



3.3 Material Grade

The materials used in the design shall be in accordance with the following table.

Material Grade Strength (N/mm2)

Concrete C35 35

Steel Reinforcement High Yield

Bar (T)

460

Steel Reinforcement Mild Bar (R)

250

Structural Steel S275 275

Bolts & Nuts 8.8 -

3.4 Material Density

3.5 Durability

Concrete Cover to reinforcement (including links) to meet durability requirement shall

be as follow:

General Min. Cover (mm) Concrete exposed to earth but poured against form or lean concrete 35

Concrete deposited directly against earth 50

Material Density, kN/m3

Reinforced Concrete 24.0 kN/m3

Steel 78.5 kN/m3



4.0 CALCULATION


193

192 183

182

180

179

178

177

162

161

160

143

142

25

24

106104

103

102

101

100

99

71

69

49

48

47

46

4519195

00 190189

188187

186

174

173

171

1704750

4750

16

4750

4750

164

4750163

4750

158

157156

155

154

4750

1534750

152

1504750

4750

1484750

4750

1464750

140139

138137

135134

133

132

131

130

129

98

5958

57

56

23

9500

1918

97

96

9593

92

91

4750

904750

89

884750

87

475086

4750

85

475084

4750

67

65

64

4750

61

60

4750

5453

4750

52

4750

51

4750

50

44 43

4241

403938

37

36

35

34

XY X

Z

Y

Z

5. W2 PILE CAP- with y direction tie - untie and tie options 4/9/2015 10:21 AM

SAFE 12.1.1 Point Loads (LIVE) [kN, kN-m] lb, in, F

HAVING PROVIDED TIES ADEQUATELY

WITHOUT TIES


TABLE: Nodal Reactions

Node Point OutputCase CaseType Fx Fy Fz Mx My Mz

Text Text Text Text kN kN kN kN‐m kN‐m kN‐m

24 24 LIVE LinStatic 90.16 ‐7.781 4803.358 ‐27.0651 112.0851 ‐11.1975

25 25 LIVE LinStatic ‐95.556 ‐31.361 4320.421 24.0214 ‐99.8032 ‐10.8109

45 45 LIVE LinStatic 3.805 18.974 4931.025 ‐30.8022 16.9519 3.4977

46 46 LIVE LinStatic ‐5.332 13.728 5001.904 ‐25.5031 2.6305 0.2246

47 47 LIVE LinStatic ‐23.298 ‐16.781 4804.947 8.6335 ‐28.4427 0.3475

48 48 LIVE LinStatic 4.281 ‐31.326 4660.551 ‐3.6236 2.3815 7.7926

49 49 LIVE LinStatic ‐14.477 ‐7.181 4715.243 ‐69.9495 ‐18.562 4.2882

68 68 LIVE LinStatic 8.96 ‐0.04 4755.101 0.0365 16.8214 ‐0.1729

69 69 LIVE LinStatic 9.297 ‐0.148 4747.95 0.1724 17.2201 0.3128

70 70 LIVE LinStatic 9.253 0.098 4747.557 ‐0.0762 17.1289 0.2875

71 71 LIVE LinStatic 8.959 0.1 4755.355 ‐0.1516 16.7807 ‐0.2359

99 99 LIVE LinStatic 0.921 10.428 4740.384 ‐19.7441 1.622 ‐0.8866

100 100 LIVE LinStatic 1.176 9.762 4746.41 ‐18.2326 2.051 ‐1.7315

101 101 LIVE LinStatic ‐0.452 9.344 4759.868 ‐17.631 ‐0.8006 0.2324

102 102 LIVE LinStatic ‐0.23 10.401 4759.943 ‐19.7231 ‐0.4344 0.2103

103 103 LIVE LinStatic ‐0.764 6.845 4757.225 ‐12.8992 ‐1.3561 ‐1.023

104 104 LIVE LinStatic 2.012 7.266 4744.179 ‐13.6823 3.7453 ‐0.6535

105 105 LIVE LinStatic 2.07 3.846 4744.024 ‐7.3232 3.831 ‐0.643

106 106 LIVE LinStatic ‐0.785 3.828 4754.556 ‐7.3016 ‐1.4115 ‐0.5034

141 141 LIVE LinStatic 18.759 30.38 4994.632 ‐54.7611 44.5469 0.6494

142 142 LIVE LinStatic 4.818 27.05 5044.281 ‐51.4678 19.8929 0.3918

143 143 LIVE LinStatic ‐18.988 ‐25.331 4383.361 7.8968 ‐23.7679 0.5766

144 144 LIVE LinStatic 9.642 ‐29.309 4593.033 ‐21.1297 8.4078 2.9633

145 145 LIVE LinStatic ‐14.232 ‐2.79 4734.693 ‐91.573 ‐18.3323 4.3234

159 159 LIVE LinStatic ‐3.319E‐13 ‐3.671E‐13 4750 8.208E‐13 ‐3.608E‐13 1.159E‐15

160 160 LIVE LinStatic 2.136E‐13 ‐4.715E‐13 4750 9.337E‐13 2.601E‐13 2.119E‐15

161 161 LIVE LinStatic 4.142E‐13 3.116E‐13 4750 4.137E‐14 4.948E‐13 1.794E‐15

162 162 LIVE LinStatic ‐2.506E‐13 4.918E‐13 4750 ‐1.579E‐13 ‐2.631E‐13 1.521E‐15

177 177 LIVE LinStatic 8.369E‐11 ‐1.281E‐10 4750 3.592E‐10 1.094E‐10 ‐2.614E‐11

178 178 LIVE LinStatic 3.076E‐10 ‐7.361E‐11 4750 3.695E‐10 3.65E‐10 ‐2.685E‐11

179 179 LIVE LinStatic 8.51E‐12 ‐7.441E‐11 4750 3.703E‐10 ‐3.299E‐11 ‐3.014E‐11

180 180 LIVE LinStatic ‐6.799E‐11 ‐1.25E‐10 4750 3.557E‐10 ‐1.21E‐10 ‐2.794E‐11

181 181 LIVE LinStatic 5.806E‐11 1.815E‐10 4750 1.634E‐10 2.75E‐11 ‐2.267E‐11

182 182 LIVE LinStatic 8.855E‐10 4.087E‐10 4750 ‐1.076E‐10 1.046E‐09 ‐1.473E‐11



192 192 LIVE LinStatic 93.471 ‐0.121 4809.131 ‐341.9667 109.3644 ‐0.019

193 193 LIVE LinStatic ‐93.471 0.121 4690.869 ‐342.1515 ‐103.8901 ‐0.0639


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Sticky Note

BEFORE BEING PROVIDED WITH TIES

USER

Sticky Note

AFTER TIEYING ADEQUATELY


129 98

59

58

57

56

2524 23

22

2120

19

18 7

106

105104

103102 101

10099

9796

95 94

9392

91 90

898887

86

85

84

71 70

6968

6766

6564

63

62

61

60

54

53

525150 494847

46

45

44

4342

41

4039

38

37

363534


SAFE 12.1.1 Plan View lb, in, F



XY X

Z

Y

Z

0.20

0.00

-0.20

-0.40

-0.60

-0.80

-1.00

-1.20

-1.40

-1.60

-1.80

-2.00

-2.20

-2.40

5. W2 PILE CAP- with y direction tie - untie and tie options


-18.5638

14.0512

-305.451

399.9639

-24.

1074

X

Y


SAFE 12.1.1 Beam Major Moment Diagram - (ULT) [kN-m] lb, in, F



