design of stabilizing foundation for one-storey … of stabilizing foundation for... · dengan...

DESIGN OF STABILIZING FOUNDATION FOR ONE-STOREY

OFFICE BUILDING ON PEAT SOIL

DASILAH BT IBRAHIM

This project is submitted in partial of fulfillment of the requirements for the degree of

Bachelor of Engineering with Honours

(Civil Engineering)

Faculty of Engineering

UNIVERSITI MALAYSIA SARAWAK

2008

UNIVERSITI MALAYSIA SARAWAK

R13a

BORANG PENGESAHAN STATUS TESIS

Judul:

DESIGN OF STABILIZING FOUNDATION FOR ONE-STOREY OFFICE BUILDING ON

PEAT SOIL

SESI PENGAJIAN: 2008/2009

Saya DASILAH BT IBRAHIM

(HURUF BESAR)

Mengaku membenarkan tesis * ini disimpan di Pusat Khidmat Maklumat Akademik, Universiti Malaysia Sarawak

dengan syarat-syarat kegunaan seperti berikut:

1. Tesis adalah hakmilik Universiti Malaysia Sarawak.

2. Pusat Khidmat Maklumat Akademik, Universiti Malaysia Sarawak dibenarkan membuat salinan untuk

tujuan pengajian sahaja.

3. Membuat pendigitan untuk membangunkan Pangkalan Data Kandungan Tempatan.

4. Pusat Khidmat Maklumat Akademik, Universiti Malaysia Sarawak dibenarkan membuat salinan tesis ini

sebagai bahan pertukaran antara institusi pengajian tinggi.

5. ** Sila tandakan ( ) di kotak yang berkenaan

SULIT (Mengandungi maklumat yang berdarjah keselamatan atau kepentingan

Malaysia seperti yang termaktub di dalam AKTA RAHSIA RASMI 1972).

TERHAD (Mengandungi maklumat TERHAD yang telah ditentukan oleh organisasi/

badan di mana penyelidikan dijalankan).

TIDAK TERHAD

Disahkan oleh

(TANDATANGAN PENULIS) (TANDATANGAN PENYELIA)

Alamat tetap: KAMPUNG BUKIT KULIM,

21600 MARANG, TERENGGANU DR.SITI NOOR LINDA TAIB

Nama Penyelia

Tarikh: 6 MAY 2009 Tarikh:

CATATAN * Tesis dimaksudkan sebagai tesis bagi Ijazah Doktor Falsafah, Sarjana dan Sarjana Muda.

** Jika tesis ini SULIT atau TERHAD, sila lampirkan surat daripada pihak berkuasa/organisasi

berkenaan dengan menyatakan sekali sebab dan tempoh tesis ini perlu dikelaskan sebagai

SULIT dan TERHAD.

This Final Year Project attached here:

Title : Design of Stabilizing Foundation for One-Storey Office

Building on Peat Soil

Student Name : Dasilah Bt Ibarahim

Matric No : 13931

has been read and approved by:

__________________ _________________

Dr Siti Noor Linda Taib Date

(Supervisor)

Dedicated in memory of my father and to my beloved mom, sister and brothers and

wonderful friends

ACKNOWLEDGEMENT

First and foremost, I would like to express my gratitude to my supervisor, Dr. Siti

Noor Linda Taib, for her continuous encouragement, guidance, critics and friendship.

Without her cooperation and dedicated work on keeping me on track, I would not able to

complete this project on time.

I would like to convey my appreciation to the FYP coordinator, Madam

Rosmina, for her moral support, encouragement and also her time leniency for me to

complete my FYP.

I would express my appreciation to Assoc. Prof. Dr. Kolay, lecturer of

Geotechnical Department, UNIMAS and Aminur Postgraduate UNIMAS from

geotechnical department for providing information for this thesis.

I am also grateful for all those who have given me their guidance that I am unable

to mention in this limited space. Without their continuous assistance and interest, this

thesis would not have been the same as presented here. And most importantly, I am

indebted to my parents who deserve my utmost appreciations. Finally, I express my

gratefulness to individuals who involved direct or indirectly during the progress of this

project.

Thank you.

ABSTRAK

Tapak bagi sebuah bangunan adalah tidak sesuai jika dibina di atas tanah gambut

disebabkan oleh kekuatannya yang rendah berbanding dengan tanah jenis lain. Di

Sarawak, boleh dikatakan mempunyai tanah gambut yang luas seperti di kawasan Matang

dan Sibu. Walau bagaimanapun, pelbagai kajian telah dilaksanakan dan inovasi seperti

tiang batu, cerucuk mikro, mampatan dynamik, pakuan tanah, tetulang tanah dan

sebagainya telah dicipta supaya tanah jenis ini tidak dibiarkan begitu sahaja. Kajian ini

mempersembahkan rekabentuk sistem tapak bagi bangunan satu tingkat untuk tanah

gambut di Sarawak secara khusus.

Konsep ini digunakan untuk mengurang kos bagi pembinaan sebuah bangunan di

atas tanah gambut. Rekabentuk yang digunakan dalam projek ini adalah penstabilan

simen, tiang batu, cerucuk mikro, dan saliran tanah pasang siap (PVD). Analisis tentang

factor keselamatan akan dijalankan untuk memastikan rekaan baru ini berada dalam

keadaan selamt untuk digunakan. Ciptaan ini adalah berdasarkan konsep teori dalam

rekabentuk cerrucuk tapak dan mengikuti peraturan BS 6399: 1196. Rekaan ini sangat

berguna dan ekonomik bagi kejuruteraan awam khususnya dan kontraktor.

ABSTRACT

Peat soil is not suitable to be used as foundation for the construction of building

because of its low strength compared to other types of soil. Sarawak has a very wide area

of peat soil such as in Matang and Sibu. However, many researches have been done and

innovation like stone column, micro pile, dynamic compaction, soil nailing, earth

reinforcement and others have been made so that this land not be wasted. This project

presents a foundation design system for one storey building of peat soil for especially in

Sarawak.

The concept is used to decrease the cost for building construction in peat soil

areas. The designs used in this project are cement stabilizing, stone column, micro pile,

and prefabricated vertical drain. Further analysis on its safety is done to ensure the design

is safe to be used. This new design is based on the theory of foundation design and abides

to the guidelines provided by BS 6399:1196. These designs conceptual are found to be

useful and economic for the geotechnical engineer and contractor.

TABLE OF CONTENT

Page number

Dedication ii

Acknowledgement iii

Abstrak iv

Abstract v

Table of Content vi

List of Tables x

List of Figures xii

List of Abbreviations and Notations xv

List of Appendices xvi

Chapter 1 Introduction

1.0 Definition And Background 1

1.1 Aim And Objective 2

1.2 Scope Of Study 2

1.3 Significance Of Study 4

1.4 Structure Of Thesis 4

Chapter 2 Literature Review

2.0 Introduction 6

2.1 Soil Improvement Method

7

2.1.1 Compaction 7

2.1.1.1 Static Compaction 7

2.1.1.2 Dynamic Compaction 8

2.1.1.3 Heavy Tamping By Falling Weight 16

2.1.1.4 Compaction by Explosives 18

2.1.2 Consolidation

2.1.2.1 Preloading 19

2.1.2.2 Drainage 21

2.1.2.3 Electro-Osmosis 27

2.1.3 Grouting and Injection 28

2.1.4 Soil Stabilization 31

2.1.4.1 Mechanical Stabilization 31

2.1.4.2 Admixture Stabilization 32

2.1.5 Soil Reinforcement

2.1.5.1 Granular Piles (Stone Columns) 36

2.1.5.2 Sand Compaction Piles (Sand Column) 38

2.1.5.3 Soil Nailing 39

2.1.5.4 Root Piles and Micro piles 41

2.1.5.5 Reinforcement Earth 44

2.1.5.6 Geosynthetics

2.1.5.6.1 Geotextiles 46

2.1.5.6.2 Geogrids 50

2.1.5.6.3 Geomembranes 51

2.1.5.6.4 Geocomposites 52

Chapter 3 Methodology

3.0 Introduction 54

3.1 Pre-construction stage 55

3.2 Design Phase – Identification 56

3.3 Application and Feasibility Evaluations 56

3.4 Site Investigation, Laboratory Testing, Constrains

and Recommendations 57

3.5 Analysis 58

3.6 Design 58

Chapter 4 RESULTS, ANALYSIS AND DISCUSSIONS

4.0 Introduction 59

4.1 Designing of Office Building 60

4.2 Loading of the Building 61

4.3 The Calculation of Loading 63

4.3.1 Panel A-B 64

4.3.2 Panel B-I 66

4.3.3 Panel D-E 67

4.3.4 Panel D-G 69

4.3.5 Panel G-F 72

4.3.6 Panel E-F 74

4.3.7 Panel 1-2 75

4.3.8 Panel 3-4 76

4.3 The Options on Foundation of the Office Building 80

4.3.1 Foundation Option 1:

Use Cement Stabilization with Micro Pile

4.3.1.1 Without Stabilized Soil 81

4.3.1.2 With Stabilized Soil 85


Use Prefabricated Vertical Drain with Geotextile as

Separator 93


Use Stone Column and Shallow Foundation

4.3.3.1 Stone column design 95

4.3.3.2 Shallow Foundation 98

4.4 Result and Discussion 102

Chapter 5 Conclusion and Recommendation

5.1 Conclusion 105

5.2 Recommendation 106

References 107

Appendix 111

LIST OF TABLES

No. of table Title Page

2.1 Comment Type Of Vertical Drains (After Rixener et. Al. 1986) 21

2.2 Specific property of soils stabilized with cement (According to Ingles &

Metcalf )

33

2.3 Proposed combinations of filling material and reinforcement strips (Van

Impe, 1989)

45

4.1 The Factored Loading and Shear Force for Each Panel. 78

4.2 The Axial Force and Bending Moment for Each Point. 79

4.3 The Result for Ultimate Capacity Load for Each Point for

Unstabilized Peat Soil with the Bigger Size Micro Pile.

82


Unstabilized Peat Soil with normal size of Pile.

84


Unstabilized Peat Soil with Using Micro Pile Group.

86

4.6 The Result for Block Capacity Load for Each Point for

Unstabilized Peat Soil with Using Micro Pile Group.

87

4.7 The Result for UCS Strength with Cement Stabilizing. 88

4.8 The Result for Bearing Capacity Load for Each Point for

Stabilized Peat Soil Using Cement Stabilizing with Single

89

4.9 (a) The Result for Ultimate Capacity Load for Each Point for

Stabilized Peat Soil Using Cement Stabilization with

90

4.9 (b) The Result for Block Capacity Load for Each Point for Stabilized

Peat Soil Using Cement Stabilization with

91


Stabilized Peat Soil Using Single Stone Column

96


Stabilized Peat Soil Using Single Stone Column

97


Stabilized Peat Soil Using Stone Column pile group

99


Stabilized Peat Soil Using Stone Column pile group

100

4.14 The Allowable Bearing Capacity for Each Pile Using Shallow

Foundation with Suitable Material

101

4.16 Properties for Suitable Material for Filling. 103

4.17 Summary of Design in Without Stabilized / Stabilized, Type of

Pile, Materials, Soil Condition, Advantages of Type Method and

the Result.

104

LIST OF FIGURES

No. of

figures

Title Page

2.1 Vibro Replacement; (A) Void Formed by Air Jetting From Poker

Vibrator; (B) Stone is Placed and Compacted Column at Close

Centers.

9

2.2 Vibro- Flotation in Wet Method (A) Void Formed by Water

Jetting; (B) Stone iIs Placed and Compacted Up.

10

2.3 Different Types of Deep Compaction Systems.

11

2.4 Vibro Wing. 12

2.5 Result of Soil Improvement with Vibratory Compaction.

13

2.6 Result of Soil Improvement with Vibratory Compaction at

Zeebrugge (Belgium).

13

2.7 The Zone for Efficient Vibro-Compaction vs. Accumulated

Through the Mesh % (Van Impe, 1989).

14

2.8 Vibro- Flotation with Wet or Dry Method; (A), (B) Improving

Natural Loose Sands and Gravel by Vibration (Additional Stone

can be Added if Required).

15

2.9 Results of Dynamic Compaction Singapore 17

2.10 Zone of Applicability for Heavy Tamping (Van Impe, 1989).

18

2.11 Scheme of Dewatering at Berendrecht. 20

2.13 Non-Displacement Sand Drains Using Water Jets. 24

2.14 Example Prefabricated Vertical Drain 25

2.15 Geometrical Shape of Various Drain Cores. 26

2.16 Joosten Procedure. 30

2.17 Technique Of Grouting With Sleeve. 31

2.19 Influence on The Uniaxial Resistance for Different Type Soils

Treated of Unslaked Lime

34

2.20 Shear Resistance of Soil Treated with Unslaked Lime or Cement

as a Function of Lime.

34

2.21 Uniaxial Resistance of Soil Mixed with Cement, Unslaked Lime,

and Gypsum as Function of Time.

35

2.22 Torpedo-Shaped Vibratory. 37

2.23 Soil nailing technique 39

2.24 Soil nailing with geotextile 40

2.25 The Application of Combining the Soil Nailing with

Reinforcement Before (Left) and After (Right) Construction.

41

2.26 Stabilization of Slopes Using Root Piles. 42

2.27 Protection of Underground Excavation with Roof Piles 42

2.28 The Principle of Terre Armee Technique. 44

2.29 The Type of Geotextile; (A) Woven Type; (B) Non-Woven Type 47

2.30 Use of Geotextile as Separator Under Pavement. 48

2.31 Use of Geotextile as Separator for Railway Track. 48

2.32 Use of Geotextile for Drainage; (A), (B) Functioning as Filter

Layer Under Cross Flow, (C) Functioning as Drain by In-Plane

Flow (Courtesy: Mcgraw-Hill, New York).

49

2.33 The Application Using Geotextile; (A) Reinforcement Earth Using

Geotextile;

(B) Reinforcing Foundation Soil Using Geotextile

50

2.34 TENSAR Geogrid; (a) Geogrid,

(b) Geonet (Courtesy: The Tensar Corporation, Goergia, USA).

51

2.35 Example of Geomembrane. 52

4.1 The Figure Shows the Notation for Each Panel on the Floor.

61

4.2 The Distribution Load on Each Slab for in Ground Floor. 62

4.3 The Figure Shows the Design of Foundation Using Prefabricated

Vertical Drain with Geotextile as Separator.

94

LIST OF ABBREVIATIONS AND NOTATIONS

Qall = allowable load-carrying for each pile

Qp = point bearing of pile

Qs = frictional resistance

Fs = factor of safety

Ap = area of pile tip

qp = unit point resistance

cu = undrained cohesion of soil supporting the pile tip

Nc = the bearing capacity factor

α = α value

p = perimeter of pile section

L = length of pile

d = spacing between pile to pile

D = diameter of pile

cu = undrained cohesion of soil

L = Lentgh of Pile

π = 3.142

ø’ = effective stress friction angle of the stone column material

σr = effective radial stress as measured by a pressumeter ( ≈ 2 cu)

qu = allowable load-carrying for each pile

γ = unit weight

Df = depth of foundation

LIST OF APPENDIX

Appendix 1 - The calculation of using α method on designing foundation using cement

stabilization with micro pile as pile itself of the structure

Appendix 2 - Table 2: Terzaghi’ Bearing Capacity Factors N’c, N’q, N’γ

Appendix 3 - Stone column calculation with stabilized soil for single pile

Appendix 4 - Shallow foundation calculation

Appendix 5 - Table 3: Ultimate Friction Factors and Adhesion for Dissimilar Materials

Appendix 6 – Front view

Appendix 7 – Side view

Appendix 8 – Top view

Appendix 9 – Plan view

Appendix 10 – Footing plan

Appendix 11 – Example of group pile plan (2 x 2)

Appendix 12 - Design Phase of Ground Treatment for this Project

REFERENCES

Aboshi, H., Ichimoto, E., and Harada, K. (1979). “The Composer – A Method To

Improve Characteristics Of Soft Clay By Inclusion Of Large Diameter Sand

Column,” Proceedings, International Conference On Soil Reinforcement,

Reinforced Earth And Other Techniques, Vol. 1, Paris, pp. 211 – 216.

Akagi, T. 1977. Effect of mandrel-driven sand drains on strength. Proc. 8th

Intl. Conf.

Soil Mech. Found. Eng’g., Tokyo 1:3-6

Akagi, T. 1979. Consolidation caused by mandrel-driven sand drains. Proc. 6th

Asian

Regional Conf. Soil Mech. Found. Eng’g., Singapore 1: 125-128.

Aminur, M.R. Kolay, P.K. Taib, S.N.L AND Mohd Zain, M.I.S.(2009), “ Stabilization of

tropical peat soils from Sarawak with different stabilizing agents”, submitted to

Geotechnical and Geological Engineering (under review).

ASTM D4427-92 (1997). “Standard classification of peat samples by laboratory testing”.

Annual Book of ASTM Standards, Vol 04.08, pp. 596-597.

Atkinson, M.F.(1993). Structural Foundations Manual, For Low-Rise Buildings. 1st ed.

London: E & FN Spon.

Barendsen, D.A. & L. Kok 1983. Prevention and repair of flow-slides by exposion

densification. In H.G.Rathmayer & K.H.O.Saari (eds), Improvement of ground;

Proc. 8th

European conference on soil mechanics and foundation engineering,

Helsinki, 23-26 May 1983 1:205-208. Balkema, Rotterdam.

Bachus, R.C., and Barksdale, R.D. (1989). “Design Methodology for Foundation on

Stone Columns,” Proceedings, Foundation Engineering: Current Principles And

Practices American Society Of Civil Engineers, Volpp. . 1. 718-754.

Belloni, L., S. Bondioli & P. Sembenelli 1979. Building permanent structures on swampy

soils for Kalayan Pumped Storage Plant, Philippines. Proc. Asian Ref. Conf. Soil

Mech. Found. Eng’g., Singapore 2; 215-225.

Bergado,D.T., & H. Asakami, M.C. Alfaro & A.S. Balasubramaniam 1991. smear effects

of vertical drains on Bangkok clay. J. Geotech. Eng’g. Div. ASCE 117, 10: 1509-

1530. et al. 1988,

Bergado,D.T., N. Miura, N. Singh & B. Panichayatum 1988. improvement of soft clay

using vertical drains based on full-scale test. Proc. Int. Conf. Eng’g. Problems of

Regional Soils, Beijing, China 397-384.

Bergado,D.T, N. Singh, S.H. Sim, B. Panichayatum, C.L. Sampaco & A.S.

Balasubramaniam 1990ª. Improvement of soft Bangkok clay using vertical

geotextile band drains compared with granular piles. Geotextiles &

Geomembranes J. 9,3: 203-231.

Bergado D.T, Chai J.C., Alfado M.C. and Balasubramanium A.S. (1994), ‘ Improvement

Techniques Of Soft Ground In Subsiding And Lowland Environment’. 1st ed.

Netherlands. Tailors & Francis.

Casagrande, L. & S. Poulos 1969. On effectiveness of sand drains. Canadian

Geotechnical, 6, 3: 236-287.

Choa, V.,G.P. Karunantne, S.D. Ramaswamy, A. Vijiaratnam & S.L. Lee 1981. Drain

Performance In Change Marine Clay. Proc. 10th

Intl. Conf. Soil Mech. Found.

Eng’g., Stockholm 3: 623-626.

Das, B.R. (2004), Principles of Foundation Engineering. 3rd

and 5th

ed. Australia:

Thomson Brooks / Cole.

De beer, E.E. & W.F. Van Impe 1978-1979. Curcus Funderingstechniek, Sectie E:

Methoden om ingravingen te verwezenlijken in onsamenhangende lagen onder het

freatisch oppervlak: 1 – 52. Rigksuniversiteit- Gent.

Dept. of aviation 1984. SBIA Site Study, 1984.

Goetinck, R. et al. 1983. Controlled dewatering techniques for the construction of the

Brendrecht sealock at Antwerp. 8e international havebcongres, Antwerpen, Juni

1983: 1.163-170.

Hughes, J.M O., and Withers, N.J. (1974). “Reinforcing Of Soft Cohesive Soil with

Stone Column,” Ground Engineering, Vol. 7, Pp. 42-49.

Hughes, J.M O., Withers, N.J. and Greenwood, D.A.(1975). “A Field Trial Of

Reinforcing Effects Of Stone Columns In Soil.” Geotechnique , vol. 25, no. 1, pp.

31- 34.

Ingles, O.G. & J.B. Metcalf 1972. Soil stabilization. Principles and practice.

Butterworths, Sydney.

Kurian, N.P. (2005). Design of foundation system. 3rd

ed. Harrow, U.K.: Alpha Science

International Ltd.

Koerner, R.M.,1994. Designing with geosynthethics. 3rd

edition. Englewood, New Jersey:

Prentice Hall.

Lee, S.L., G.P. Karunarate, K.Y.Yong & S.D. Ramaswamy 1989. erformance of

fibredrain in consolation of softsoils. Proc. 12th

Int. Conf. Soil Mech. Found.

Eng’g., Brazil.

Lizzi, F. 1978. Reticulated Root Piles to Correct Land Slides. Paper for the ASCE

Convention, Chicago, October 16-20, 1978.

Massarch, K.R. 1985. Deep Compaction of Sand Using Vibratory probes. Proc. 3rd

international geotechnical seminar: soil improvement methods, Singapore, 27-29

november 1985:9-17.

Raman, J.,A.Suppiah, K.W. Yong & Z. Shahrizaila 1990. Performance of stage

constructed embankment on soft clay with vertical drains. Proc. Sem. Geotech.

Aspects of N-S Expressway, Kuala Lumpur 245-253.

Rixner, J.J., S.R. Kramer & A.D. Smith 1986. Prefabricated vertical drains, Vol. 1 (Eng’g.

Guidelines). FHWA, Report No. FHWA-RD-86/168.

S. Deboucha, R. Hashim, A. Alwi (2008). Engineering Properties of Stabilized

Tropical Peat Soils. University of Malaya, Malaysia. EJGE (2008).

Vidal, H. 1966. La terre armee. Annales 223-4 :888-938.

Volders, R. 1984. Soil improvement by preloading and vertical drains at Port Klang

Power Station Storage Facilities, Malaysia.

W.F. Vam Impe (1989). Soil Improvement Technique And Their Evolution. 1st ed.

Rotterdam: Taylor & Francis.

Appendix 1

The calculation of using α method on designing foundation using cement stabilization

with micro pile as pile itself of the structure. The formula:

Qall= (Qp + Qs) / Fs

Qp= Ap x qp

qp = cu x Nc

Qs = α x cu x p x L

where; Qall = allowable load-carrying for each pile

Qp = point bearing of pile

Qs = frictional resistance

Fs = factor of safety

Ap = area of pile tip

qp = unit point resistance

cu = undrained cohesion of soil supporting the pile tip

Nc = the bearing capacity factor (Appendix 2)

α = α value from Table 1

p = perimeter of pile section

L = length of pile

design of stabilizing foundation for one-storey … of stabilizing foundation for... · dengan...

Documents